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HomeMy WebLinkAbout6221 180th St Ne_BLD1792- Scanned File_2026 PORT GARDNER ARCHITECTS 2019 March 16 Project: A New Building for Dantrawl Inc. Arlington Pe ' #1792 Site: 6221 180th Street NE, Arlington Washington To: Kevin Olander, David Spencer, and Christina Humphrey RE: Wind column at grid 2/13.2 misalignment. Please be advised, On the above project, a footing, and wind column (grid 2/B.2)was inadvertently mislocated. Attached is the `Wind column at grid 2/13.2' Report from SDA, the Engineer of Record [EOR] for the Dantrawl project at 6221 180th Street NE, Arlington Washington(permit#1792). Before Coast implements either of the solutions presented in the SDA report noted above (and attached), new calculations,justification and revised drawings [documents] from Butler Buildings must first be submitted thru PGA [Architect of Record] to be forwarded on to Chris Covington of SDA [Engineer of Record] for review and approval. With FOR approval the Butler Buildings Documents shall then be submitted to the City of Arlington for review and approval to revise the existing Building Permit# 1792. Any work relating to or affected by this revision prior to these required approvals performed by Coast Construction or its subcontractors shall be done at Coast Constructions risk if not approved by SDA or the City of Arlington. Coast Construction must determine which of the 2 solutions provided they intend to peruse and inform the PGA, SDA and the City of Arlington at their first opportunity of the solution chosen. Note— If solution option(1) is chosen, Coast will take care to incur the least disturbance possible to not compromising the strength of any of the existing slab reinforcement, including cutting existing slab reinforcement to a maximum of I" greater than the dimensions of the base plate in either direction. This is intended to allow approximately 1/2" clearance at each side of the column base plate to install the new column thru the remaining reinforcement as noted in the SDA Report. Received MAR 19 2019 NIA IW- 1512 WETMORE AVENUE EVERETT, WASHINGTON 98201 425 388 5588 Either of these two solutions shall require revised Documents from Butler Buildings submitted to SDA thru PGA for those areas of the Butler Building that are effected by any changes made in the Butler Building. These changes need to be clearly denoted with red line clouds or boxes. SDA (EOR)review must be complete prior to a full (including a final SDA Report) submittal to the City of Arlington for review for permit revision. This is an initial submittal with the attached SDA initial report for Kevin Olander (City Building Official) and David Spencer at the City of Arlington allowing them initial review and comment if they deem necessary. At such time as Butler Building Documents are received, reviewed and approved by the EOR, those Documents and a final SDA Report will be included as a full submittal to the City of Arlington. Thank you for your time, Doug Hannam PORT GARDNER ARCHITECTS 6679 Rf:GkSTEREG 425 388 5588 A}?CktiTGCi DOUGLAS N.hIANNAM STATE OF WASHINGTON 5 i� . 1 _ PORT GARDNER ARCHITECTS May, 13 2019 PGA 1612 Project: A New Building for Dantrawl Inc. Arlington Permit#1792 Site: 6221 1801h Street NE,Arlington Washington To: Kevin Olander, and Christina Humphrey RE: Additional Plinth Repair in-lue-of embed weld inspection. This is direction to correct the Plinth Repair in-lue-of the weld bar embed at the face plate. This submittal with the attached SDA report for Kevin Olander(City Building Official) and Christina Humphrey (SafeBuilt) at the City of Arlington allowing them review and comment if they deem necessary, approval to be included in the permit (#1792) record. City or Arlington - Please return any approved documents from this Submittal to the permit contact - Dous? Hannam of Port Gardner Architects. Doug Hannam will make copies to distribute to the records of the Engineer of Record, Architect of Record, Owner and deliver the original documents to the General Contractor as the Job Site copy. Thank you for your time Doug Hannam Architect of Record Reviewed for Building Code Compliance _('/c_�istiKaam,# 05/15/19 ------------- --- Signature Date Building Plan Review Received By SAFEBuilt MAY 14 2019 g � 1�ta2 1512 WETMORE AVENUE EVERETT, WASHINGTON 98201 425 0Nn NeMew By SAFEBuilt ,( , �tt'LICtLllal Dcsign Assc)Ci�ltes Engrrreer•i»g Structures to I_ctvt Issued: May 10"', 2019 CO vr� 4 G� Dantraw of WA l Inc. c�� �� O 62XX 180`h St.NE, Arlington, WA Geotest Report Review Amendment No. i 343 Subject: Geotest Report Review .�,�Fct SDA Ref. #8163 c7O/VAL ' To whom this may concern; Structural Design Associates [SDA] has not received a proposed solution for the plinth repair bar to plate weld deficiency, as previously requested. An approved means of rectifying this issue is provided in this amendment. The intent of this amendment is to aid in the project completion and the fulfillment of Coast Construction and Gcotcst's responsibility to provide a solution to the urtinspected bar/plate weld at the plinth repairs. This office requires this remedial action be completed unless an alternative solution is designed by a registered engineer and reviewedfaccepted by the AOR and EO R. The following solution and repair assume the bar to plate connection provides residual capacity only. This weld capacity assumption is required since the size and quality of the welds are unknown.The design intent of this repair reinforcement is to independently support the panel and plinth, The plinth repair reinforcement shall conform to the requirements outlined in the attached sketches (pages 1-4) titled"Plinth Repair Reinforcement". dated 05/09/19. This reinforcement detail is applicable to all plinth repair locations that do not have a bar/plate weld inspection. Note that SDA does not take responsibility for the plinth repair deficiency and uninspected bar/plate weld by providing this detail. This letter shall be issued to Port Gardner Architects. Geotest, Coast Constriction, and the Building Official. Any discrepancies between the site conditions and the description above shall be reported to the engineer. Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely_ r e t Jasper Baarbc, E.I.T. Chris Covington, P.E. T100 IZLWI-WC ANT, 1-v c•rett, \N-.A !182C i I Ph:425-339-U29)i F ax:423-232 Ol r) sdaeverett.corn Plan Review By SAFEBuilt NON—SHRINK GROUT A (f'c=2,300 PSI) (TYP.) EX. PLINTH EQ. EQ. PLATE EX. EMBED PLATE I I I I I � I I i I 3" MIN. fi EX. WELD PLATE � EX. WELD PLATE, BOTTOM PLATE GAP PLATE BELOW I GUSSET PLATE y 31" MIN. (TYP.). A ­0 PLINTH REPAIR REINFORCEMENT [ PLAN VIEW] CA-3 mi L� _11b Structural Desrgn Associates STRUCTURAL Deac rA B1 O 1 n P LI NTr1 REFAI R 50OG FJJCK.R Avg DETAILS REINFORCEMENT Everett,Vd.A 982j1 f m SDA JOB No. DANTRAWL INC. Pi10Nr.: 425.339.020? rN a25.25? flan Of 8i63 W { s. � �l a By SAFE A EQ. EQ. - r NON—SHRINK EX. WELD PLATE � GROUT (f'c=2,500 PSI) - - -1- -- _ _ EX. WELD I I PLATE I I I I I I GUSSET PLATE I I I GAP PLATE I I I I I BOTTOM PLATE EX- EX. EMBED PLATE PLINTH yl 34" MIN. PLATE (TYP.) A n — PLINTH REPAIR REINFORCEMENT [ FRONT ELEVATION ] °ia'N" �,, 115 Structural De5lgri AS�vc iate5 STRUCTURAL �="��-.rG y,,.�-�= PLINTH REPAIR DETAILS � REINFORCEMEN Evar�tt T — ,iV.A7i' ' f DANTRAWL INC. )� an v� it V SUA JC)G'�NO i'.h�MF: AIL; 33`?Clc'a3 2 O� '-t i2 E I G3 vimv.strucd,5.com �+ 4 0 ByS FE CONTRACTOR SHALL FIELD REVIEW PRIOR TO INSTALLATION PROVIDE SPECIAL INSPECTION FOR EX. TILT—UP ALL WELDS CONC. PANEL CONC. CURB. SPEC BY ARCHITECT NON—SHRINK EX. WELD PLATE: -" GROUT 6x6xj" A36 (f'c=2,500 PSI) I GUSSET PLATE [SEE DETAIL A] „ � EX. PLINTH EX. PLINTH PLATE (14x12xi" A36) 3" GAP PLATE: 6x8xj" A36 BEARING SURFACE SHALL BE EX. FILLET WELD, FLUSH & 3„ r MIN. 6" LONG LEVEL w/ EX_ MIN. EMBED PLATE EX. EMBED BOTTOM PLATE: PLATE 5jx6xj" A36 8" MIN, PLINTH REPAIR REINFORCEMENT [ SECTION A - A ] Lirawn Ey 115 PLINTH REPAIR Structural Design A55ociate5 STRUCTURAL `Wuu.05Bin AVE DETAILS REINFORCEMENT Fw-r,�tt.WA9G._9t - p Vi snn.u�r�tip, DANTRAWL INC. a��.3s�," a� FA7�425,252.01- �anOF4 8163 t ' n By S FE Y2" 2 11Y„ 6 7' + 5Y.. � DETAIL A: GUSSET 1" THK. A36 Urawl8.,J° Structural Desi n A55ociate5 STRUCTURAL (.hrt 4-1 rrr.GCr PLINTH REPAIR 9 D;tc:C+5-IC1.I9 c;UU4 KUCKCP,AVE, DETAILS REINFORCEMENT evwvft, 4 QF 4 5DnJOB No. DANTRAWL INC. PHONE: 425,330,0203 FAk 425.252.G�,�an M�, • 8 ) G3 N,5 ,- F=,.,s R a 0 By S FE t �,c>J/9 SO" $16.3 L)tto Nor- LaSP#-cT*O joRzc4- fb cov&A ire. ALL C&POW X rY � 6A-9-1 ILA-YE r-s JV-&C r VUJ* " • M t .%T- Ptmv zld 1Cpj,#4_r PAU LL Go��,�aMfwrr�c . PAut 4_ M A(z 1, i� V 'r~ x CADS IkY �C s 02, r r I �1Yz L✓� $. S IC 6kn-S --. €.�.ti z C_ J-L/ = 1j,� / �/ 1 Jc I�� a �. ©.n LL�t a 112.7/oa-I - y3.8 4171 ( 2*?voL>/3(,)'k 1,33 (a.6SC n C-36/141)) 4 32.SKsZ- K K Z.S t 17.3K 4 f 9.sr- ✓�s+t a: USC 1 b COSSO` A3t. Plan Review By SAFEBuilt UK ¢ D•E x?bks: :%z x L s RX/J-0 L ` g,ig/z.j�s a 3.17" k 64zcoP 6 WELO SEE 4p" (& C�t.cs GRovP �� WELD SSE GRnvP (D CALCJ wELO S.ok 10,4xI70ke x% L K( plc%r� L= �C Sic 'K , r G SK �-• �d 6f9K J'1 = I' Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: PLINTH REPAIR RETROFIT Engineer Project ID: SDA#8163 Project Descr. Printed: 9 MAY 2019. 4:09PM sdmgiDNEDRI-1W 8000 ETWOR-11PROJEC-11 -8-118163-0-11190508-118163.190508•Pinth RepayIR 6 2-D Frame software 1 ENERCALC,INC 19s3.2018,But 1018.12 13 r.I I • • Description: BRACE-STRUT TIE MODEL Joints... Joint Joint Coordinates Joint Label X Y X Translational Restraint Y Translational Restraint Z Rotational Restraint Temp 1 0.0 0.50 Fixed Fixed I Fixed I 0 2 I 0.0 0.0 I Fixed I Fixed Fixed 0 4 1.0 0.50 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Label Property Label t Joint J Joint Length x I End z rotaCwn) x J End = rolationl 14 I Group I 1 4 I 1.000I Fixed Fixed Fixed Fixed Fixed Fixed 2-4 Group 2 4 1.118 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data.,. Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 14 I 1.000 1.000 I 1.00 1.00 1.000 1 000 24 1.118 1.118 1.00 1.00 1.000 1 000 Materials... Member Youngs Density Thermal Yield Label ksi kcf inldegr ksi Default 1.00 0.000 0.000000 1.00 Steel 29.000.00 0.490 0.000007 36.00 Wood 1.800.00 0.035 0.000000 0.00 Wood Material Data... Wood,Not Defined, Density=35.Opcf, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=18OOksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= Member Sections... Prop Label Group Tag Material Area Depth Width boy lyy L2x2x118 Group Steel 0.4840 i02 2.0 in 2.0 in 0.1890 in"4 0.1890 in"4 Joint Loads.... Note: Loads labeled"Global Y" act downward(in'W"direction) Load Load Magnitude Joint Label Direction Dead Roof Live Live Snow Seismic Wind Earth 4 Global Y 5.0 5.0 k StressfStrength Load Combinations ASCE 7-10 Load Combination Cd 0.2`5ds` Load Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H - - 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1,25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1-0 1.0 +D+0.750Lr+0.750L+H 1.25 1.0 0.750 0.750 1,0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +0+0,60W+H 1.6 1.0 0.60 1.0 +D+0.70E+H 0.9 1.0 0.70 1.0 +1D+0.750Lr+0.750L+0,450W+H 1,6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.15 1.0 0,750 0,750 0.5250 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.9 0.60 0.70 0.60 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: PLINTH REPAIR RETROFIT Engineer: Project ID: SDA#6163 Project Descr: Printed: 9 MAY 2019, 4:09PM Z-D Frame sdepglODlIDRi-14NETWOR-I\FROJCG 1 oNC 6-1i8163-0-11995C8-H91E?•186 M-Pirb Repw Rec6 SoftVMM A t ENERCALC,INC.19n2018.6udi:1018.1213 Description: BRACE-STRUT TIE MODEL Reaction Load Combinations ASCE 7-10 Load Combination ILoad Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D-+0.750Lr+0.750L+H 1.0 0.760 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +0+0.70E+H 1.0 0.70 1.0 +D+C.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1,0 +D+0.750L+0.750S+0,450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 -460M.60W+0.601-1 0.60 0.60 0,60 +0.60D4.7DE+0.6UH 0.60 0.70 0.60 D Only 1.0 Lr Only 4.0 L Only 1 0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: PLINTH REPAIR RETROFIT Engineer: Project ID. SDA#8163 Project Descr: Printed 9 MAY 2019, 4:09PM sdar,gtONEORi-11NErWOR-ripROJEC-118000.8-118163-D-11190508-•118163 t90508.Ptnth Repay R.eo6 2-D Frame software hi ENERCALC.INC 1983.2018,Bleb 10 18 12 13 r.l 11301 ASSOCIATESLicensee: STRUCTURAL DESIGN Description: BRACE-STRUT TIE MODEL Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +0+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.75OL+0.7505+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0-70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0 750 0,450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0 750 0-5250 1.0 +0.60D+0.601N+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0-60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L.Only 1.0 S Only 1.0 W Only 1-0 0 E Only 1. 1.0 H Only Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label I X Y Z in in Radians 1 0.0 0.0 0.0 Max W Ony {D4 750Lr+0 750L+0 45OW +D-tO 750Lr40-7501-+0 45OW 1 0.0 0-0 0.0 Min ' •0 750Lr40.750L+0 45OW W ony W Ony 2 0.0 0.0 0.0 Max •,0 7501-r+0 7501.+0 450W 4"7501-rA 750L+0 45OW +D+O 750Lr+0.750L+0.450W 2 0.0 0.0 0.0 Min W Ony W Ony W ony 4 0.007497 -0,01627 -0.001921 Max W Only 41D+0 7501-rv0 7501-40 456W +0+0 75OLr+0 7501+0 45OW 4 0.003374 -0.03615 -0.004269 Min •0 75CUA 7501--4450W W ony W ony Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label I X Y Z k k k-ft 1 -3 946 0.4010 0.363C ivl ax +0 750Lr40 750L+0 45OW W only W ony -8.769 0.1805 0.1634 Min W Ony +D+O 750Lr+0 7501-+0 45OW +0+0 7501-r+0 750L4 45OW 2 8.769 4.599 0.2527 Uax W ony W ony W any 3,946 2.070 D.1137 Min '0 75CLr+0 750L+0 450W +0+0150Lr+0 750L+0 45OW +D+D 750Lr+0 750L+0 45OW 4 Max Min Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: PLINTH REPAIR RETROFIT Engineer: Project ID: SDA#8163 Project Descr: Printed: 9 MAY 2019. 4:09PM 2-D Frame sdepg%ONEDRI-RNEMOR-11PROJEC-ii80004-it8163-D-lki=6-R8t63.190508-P1ntjRepabR.ec6 Software t ENERCALa INC.1983.2019,Buk.10.181213 KW-06011301 Description: BRACE-STRUT TIE MODEL Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label J Axial Shear Moment I Axial Shear Moment k k k-tt k k k-ft 1-4 00 0.2807 0.2541 6.138 0.0 002662 N)ax +D+H +D+O70E+H +D+OTOE+H +0+070E+H +D+H +0+070E+H 1-4 -6.138 0.0 0.0 0.0 -0.2807 0.0 Min +D+O 70E+H +D+H +D+H +D+H +D+0.70E+H +D+H 2-4 6.930 0.1344 0.1769 0.0 0.0 0.0 1 ix +D+0 7OE4i +D+O 70E+H +D+O 70E+H +D+H +D+H +D+H 2-4 0.0 0.0 0.0 -6.930 -0.1344 -0,02662 Min +D+H +O+H +O+H +0+070E+H +0+0.70E+H +0+070E+H Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist frorrl Joint Shear Dist from"I"Joint 14 6-138k 0.0 ft 0.2541 k-ft 0.0 ft 0.2807 k 0.0 ft Max +,ry+0 70E+H +0+0 70E+N 14 3.946 k 0.0 ft I 0.02662 k-H 1.0 ft 0.1805 k 0.0 ft ,0 Min +p759Lr+07,50L+r0450W� H +0+0"'JEIFI +D+O750b+07f)0L+;J4J0144P 2-4 A.455 k 0.0 ft I 0.1769 k-f1 0.0 ft 0.1344 k 0.0 ft Max -o+0,50Lr+U 750L+0 450K,+H +p+0!'JE+N +p+0 7(Vi i, 2-4 -6.930k 0.0 ft I 0.01711 k-H 1.118ft 0.08639 k 0.0 ft Min +D+0 70E+H +iJ+i1750b+0 i!&+0 450 W+!4 +D 10 7 50L't 0.7 50L F 0 450 W+h` Member Stress Checks... Stress Checks per All SC 360-10&NDS 2012 Member Section Material Max.Axial;Bending Stress Ratios Max.Shear Stress Ratios Label Label I Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) 14 I Group Steell Angie,Do Hand Cab 99.000 Ratio>1 0.04 I Angle,Do Hand Cat 99.000 Ratio>1 0.00 Grow 2-4 Steell Angle,Do Hand Cat 99.000 Ratio>t 0,00 Angle,Do Hand Cab 99.000 Ratio>1 0.00 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: PLINTH REPAIR RETROFIT Engineer: Project ID: SDA#8163 Project Descr, Printed: 9 MAY 2019. 4:09PM [ sdapgiOffEDf21-lU4ErWOR-1tPROIEC-•1180 $-it8163-D--1119=--1$163 190508 NnUiRepsrR%6 2-D Frame Sohwme co;gh1 EPIERGIIC.IBC 1983.2018 BviId:10 1812A • Description: BRACE-STRUT TIE MODEL Y-W(5)E(5) Plan Review By SAFEBuilt PORT GARDNER ARCHITECTS May, 13 2019 PGA 1612 Project: A New Building for Dantrawl Inc. Arlington Permit#1792 Site: 6221 180"' Street NE, Arlington Washington To: Kevin Olander, and Christina Humphrey RE: Entry Rigid Frame deficiencies at the Roof Diaphragm. This is direction to correct the lack of roof diaphragm continuity created when the Butler roof structure was not extended per original design into the HSS frame at the main building entry. Two new independent diaphragms have been created to resolve this within the frame. This submittal with the attached SDA report for Kevin Olander (City Building Official) and Christina Humphrey(SafeBuilt) at the City of Arlington allowing them review and comment if they deem necessary, approval to be included in the permit(#1792) record. City or Arlington - Please return any approved documents from this submittal to the permit contact— Doug Hannam of Port Gardner Architects. Doug Hannam will make copies to distribute to the records of the Engineer of Record, Architect of Record, Owner and deliver the original documents to the General Contractor as the Job Site copy. Thank you for your time Doug Hannam Architect of Record Reviewed for Building Code Compliance _C�c_�_isti7a�uw -/o-�_o 05/15/19 ----------------------------- Signature Date Building Plan Review By SAFEBuilt Received MAY 14 2019 1512 WETMORE AVENUE, EVERETT, WASHINGTON 98201 425 388 5588 strUCtunal Design Associates t 1 Engineering Structure.�1rr 1.crsl May 10, 2019 co Dantrawl Inc. tifi' pF WAS,yiL 1' 62XX 180" St. NE, r o Arlington, WA — r Subject: Front Entrance Frame Retrofit '4� l`�34 ; SDA Ref. 99163 its, S�ONALET'��w`� To whom this may concern: ' MAY: . . 0 2099 Port Gardner Architects [PGA] has informed Structural Design Ass6diat6 f$DA] of a discontinuity between the front entrance frame and the manufactured steel building roof. This site condition differs from the instructions provided in the PGA issued drawing set, dated April 29, 2018• SDA has determined that the existing as-built site condition will adversely impact the performance of the front entrance frame. Several solutions have been considered to rectify the as-built site condition, including stiffening the posts and stiffening the rear portion of the entry structure. Both solutions are deemed unfeasible due to stiffness incompatibility. A final solution has been discovered that resolves the stiffness incompatibility and meets the requirements of the 2015 IBC. This solution requires knee braces on the north frame and a "structural diaphragm" at the 21 a beam level. The attached sketches (total of 3 pages) specifies in detail the requirements of the solution. Please note that a special inspection is required for the knee brace field welds. Self-drilling screws fastened to the 5/8" thick steel must be pre-drilled between 1/8" to 1/4" before installation. The retrofit work shall be read in conjunction with the PGA issued drawing set, dated April 29, 2018. This letter shall be issued to port Gardner Architects, Geotest, Coast Construction, and the Building Official. Any discrepancies between the site conditions and the description above shall be reported to the engineer of record. Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely, Jasper Baarbe, E.I.T. Chris Covington, P.E. 3000 Rucker Ave l:vcrctt, \VA 08201 Ph:425-339-02)3 E'i,x: =425) 252-09*10 Plan Review sdacrcrc[t com By SAFEBuilt J EX. HSS6x6x 4 ROOF DIAPHRAGM LOCATION SPECIFIED  = BY ARCHITECT NEW STRUCTURAL DIAPHRAGM T.O. ass eM EX. HSS6x10x INFILL & FRAME PER DRAWING S7 ISSUED APRIL 29, 2018 x x cx �� E N to x co � rN V) X X W W (TYP.) Y2, TYP. T.O.Nss eu _ EX. HSS6x10x NEW KNEE BRACE, SECURE 60OT125-43 TRACK TO BRACE 6'-6" y TOP & BOTT. w/ (TYP.) ��� �J,� 0.157"0 HILTI X—U PINS 0 4-" o/C (TYP.) CP E N �yi"' T YP. T.O. Sue �. 24%24' SW Frc SEE FOUNDATION PA SEE FOUND PLAN 1 ENTRANCE F R AM E - SOU TH ELE V. I SCALE: w! CA.it 6Y PLV151014 Dr:wn By:JIB --- Structural Design Associates STRUCTURAL Che°ke'By40CC FRONT ENTRY —!— Date:05.10-19 ROOF PUCKER AVE DXTAII-5 FRAME RETROFIT __— Everett.WA`J5201 DANTRAWL INC. "ONE:'425 339 0293 FAX:495 75.1 091 F 5DA JOB N Oxww..titrnrdes cam f N 1 Plan Aeview 51 G3 -- By uilt EX. BUILDING TRACK FASTENED TO STEEL COL. w/ HILTI KWIK—COTE (TYP.) SCREW 12-24x2" HWH5 ® 12" o/c [*PREDRILL TRACK FRAME TO BUILDING & �" OF STEEL BEAM @ EACH SCREW P.) MIRROR FLASHING SHALL ALLOW SCREW] 2" MOVEMENT EAST/WEST & 1" MOVEMENT NORTH/SOUTH 3/S7 TYP. 120OS162-68 Cyr 16" o/c (50 KSI) a REFER TO DRAWING S7 r ISSUED APRIL 29, 2018 INFILL FRAMING PER S7; STEEL FRAME BELOW (TYP.) ,R" CDX PLYWOOD, EDGES — FASTENED TO TOP FACE OF _ MIRROR JOISTS w/ HILTI KWIK—FLEX ROOF DIAPHRAGM SCREW 12-14x1" HWH3 0 6" o/c & 12" o/c ELSEWHERE SCALE: "=1'-0" N (NOT SHOWN FOR CLARITY) TRACK FASTENED TO STEEL COL. w/ HILTI KWIK—COTE EX. BUILDING SCREW 12-24x2" HWH5 ® 12" o/c [*PREDRILL TRACK {TYP.) & A" OF STEEL BEAM 0 EACH SCREW] (TYP.) MIRROR 6" WIDE, 16 GA. SECURE FLATSTOCK TO JOIST WEB w/ (24) FLATSTOCK (50 KSI) HILTI KWIK—FLEX SCREW 12-140" HWH3 BEND AROUND COL. & SECURE w/ HILTI KWIK—COTE SCREW 12-24x2" HWH5 4' [*PREDRILL FLATSTOCK 120OS162-68 ® 16" o/c (50 KSI) & A" OF STEEM BM] m J 24" (TYP.} DETAIL A TOP & BOTTOM PLYWOOD 4,F NOT SHOWN FOR CLARITY (TYP.) o INFILL FRAMING PER S7; MIRROR STEEL FRAME BELOW (TYP.) 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Engineer: Project ID: SDA#8163 Project Descr: Printed: 2 MAY 2019,12:10PM Steel Column lapglONEDRI-ANETWOR-11PROJEC-118000.8-1%163-O-11190601-11@163-Front Canopy Steel Frameec6 Soflwaiece� h!ENERCALC.INC.1983.2018.9uisd10161213 i.iSTRUCTURAL DESIGN ASSOCIATES Description: 6x6 POST(OUT OF PLANE) Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information Steel Section Name: HSS6x6x518 Overall Column Height 40 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Lu for X-X Axis buckling:13 ft,28 fl,K=1 0 Y-Y(depth)axis: Lu for Y-Y Axis buckling:13 ft,28 ft,K=1 Ap lied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:1,683,89 Ibs*Dead Load Factor AXIAL LOADS. .. Axial Load at 40.0 ft,D=5.0,8=10.0 k BENDING LOADS... Lat.Uniform Load creating Mx-x,W=0.0360 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3392 :1 Maximum Load Reactions.. Load Combination +D+0.60W+H Top along X-X 0.0 k Location of max above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are Top along Y-Y 0.0 k Pa:Axial 6.684 k Bottom along Y-Y 1.440 k Pn!Omega:Allowable 227.639 k Ma-x:Applied -17 280 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 53.253 k-ft Along Y-Y 12.380 in at 40.Oft above base Ma-y Applied 0.0 k-ft for load combination :W Only : Mn-y/Omega:Allowable 53.253 k-ft Along X-X 0.0 in at 0.0 ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.01057 :1 Load Combination +D+0,60W+H Location of max above base 0_0 ft At maximum location values are Va:Applied 0,8640 k Vn 1 Omega:Allowable 81.753 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination_ Stress Ratio Status Location Cbx Cby KxLx1Rx KyLylRy Stress Ratio Status Location +D+H 0.033 PASS 12.89 ft 1.00 1.00 8295 82.95 0.000 PASS 0.00 ft +D+L+H 0.033 PASS 12.89 It 1.00 1.00 82.95 82.95 0.000 PASS 0 00 ft +D+Lr+H 0.033 PASS 12.89 It 1 00 1.00 82.95 82.95 0,000 PASS 0.00 ft +D+S+H 0.082 PASS 12.89 ft 1.00 1,00 82.95 82.95 0.000 PASS 0.00 ft +D+0.750Lr+0 750L+H 0.033 PASS 12.89 ft 1 00 1.00 62.95 82.95 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.070 PASS 12 89 It 1 00 1.00 8295 82.95 0,000 PASS 0.00 It +D+0.60W+H 0.339 PASS 0.00 ft 0.00 1.00 71.89 71.89 0.011 PASS 0.00 ft +0+0.750Lr+0.450W+H 0.258 PASS 0.00 ft 0.00 1 00 71.89 71.89 0.008 PASS 0.00 ft +D+0.7508+0.450W+H 0.275 PASS 0.00 It 0.00 1.00 71.89 71.89 0.008 PASS 0.00 ft +0.60D+0.60W+0.60H 0.333 PASS 0.00 ft 0.00 1.00 71,89 71.89 0.011 PASS 0.00 ft +D+0.70E+0.60H 0.033 PASS 12.89 It 1.00 1.00 82.95 8295 0.000 PASS 0.00 ft +D+0.750L+0.750M.5250E+H 0.070 PASS 12.89 ft 1 00 1.00 82.95 8295 0.000 PASS 0.00 ft 0.020 PASS 12.89 ft 1.00 1,00 82.95 82.95 0.000 PASS 0 00 ft Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Printed: 2 MAY 2019,12:10PM Frame ec6 Steel Column IepglONecRI-1tNE1WOR-11PROJEG i18 ts3Software &4ENER�C16NCF1-Front 2DI&M 0181213 KVV-06011301 Licensee: STRUCTURAL DESIGN ASSOCIATES , Description: Ex6 POST(OUT OF PLANE) Maximum Reactions Note:Only non-zero reactions are listed Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 6684 +D+L+H 6 684 +D+Lr+H 6 684 +D+S+H 16 684 +D+O 7501-r+0 750L+H 6 684 +D+O 750L+0 750S+H 14184 +D+O 60W+H 6684 0 864 17 280 +D+O 75OLr+0 450W+H 6 684 0 648 -12 960 +D+O 750S+O 450W+H 14184 0 648 -12 960 +0 60D+0 60W+0 60H 4 010 0 864 -17 280 +D+O 70E+0 60H 6 684 +D+O 750L+0 750S+0 5250E+H 14184 +0 60D+0 70E+H 4 010 D Only 6 684 Lr Only L Only S Only 10 000 W Only 1 440 -28 800 E Only H Only Extreme Reactions_ Axial Reaction X-X Axis Reaciion k Y-Y Axis Reaction Mx-End Moments k-ft My-End Momenis item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 16 684 Minimum Reaction, X-X Axis Base Maximum 6684 11 Minimum 6 684 Reaciion, Y-Y Axis Base Maximum 1440 -28 800 11 Minimum 6 684 Reaciion, X-X Axis Top Maximum 6 684 " Minimum 6 684 Reaciion, Y-Y Axis Top Maximum 6684 1. Minimum 6684 Moment, X-X Axis Base Maximum 6684 " Minimum -28 800 1 440 -28 800 Moment, Y-Y Axis Base Maximum 6 684 Minimum 6 684 Moment, X-X Axis Tap Maximum 6 684 Minimum 6 684 Moment, Y-Y Axis Top Maximum 6 684 " Minimum 6684 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Prinled: 2 MAY 2019. 2:22PM Steel Beam lepoONmRI-1WETWOR-11PROJEC-118000.6-1181o3.LL-111SJ9,01--1',8163•FrcntCmvgySteelFrameec6 Sofiwarew htENERCALC.INC.1983-2018.8uild:10.18.12.13 Description: 6x6 POST[OUT OF PLANE] CODE REFERENCES_ Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set.- ASCE 7-16 Material Properties _ _ Analysis Method:Allowable Strength Design Fy:Steel Yield 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending w(o_o54) w o.a54 I HSS6x6x5/8 HSS6x6x5/8 Span=28.0 ft Span= 12.0 ft 1 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: W=0.0540 klft, Tributary Width=1.0 ft,(tNL) Load for Span Number 2 Uniform Load: W=0.0540 k/ft, Tributary Width=1.0 ft,(WL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.044: 1 Maximum Shear Stress Ratio= 0.007 : 1 Section used for this span HSS6x6x5/8 Section used for this span HSS6x6x5/8 Ma:Applied 2.333 k-ft Va:Applied 0.5369 k Mn/Omega:Allowable 53.253 k-ft Vn/Omega:Allowable 81.753 k Load Combination +D+0.601N+H Load Combination +D+0.60W+H Location of maximum on span 28.000ft Location of maximum on span 28.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.266 in Ratio= 1,263>=400 Max Upward Transient Deflection -0.032 in Ratio= 9,046>=400 Max Downward Total Deflection 0.160 in Ratio= 2105>=400 Max Upward Total Deflection -0.019 in Ratio= 15078>=400 Maximum Forces & Stresses for Load Combinations Load Combinaiion Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Lenglh Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn L= 28 00 fi 1 0 000 8893 5325 100 1 00 -0 00 13653 8175 Dsgn L= 12 00 ft 2 0 000 8893 6325 100 ;00 -0 00 13653 81 75 +D+L+H Dsgn L= 28 00 ft 1 0 000 8893 5325 100 1 00 -0 00 13653 81 75 Dsgn L= 12 00 ft 2 0 000 8893 5325 100 1 00 -0 00 13653 81 75 +D+Lr+H Dsgn L= 28 00 ft 1 0 000 8893 5325 100 1 00 -0 00 13653 81 75 Dsgn L= 12 00 ft 2 0 000 8893 5325 100 100 -0 00 13653 8175 +D+S+H Dsgn I a 2.8 00.11— _ 1 0 000 8893 5325 100 1 00 -0 00 13653 81 75 Dsgn L= 1200 ft 2 G 0001 - 88-93-- 63-25-400-1.A0— 81 75 +D+O 750Lr+O 750L+H Dsgn L= 28 00 ft 1 0 000 8893 5325 100 100 -0 00 13653 81 75 Dsgn L= 12 00 ft 2 0 000 88 93 5325 100 1 00 -0 00 13653 81 75 + +-75♦-OL40750S•H PUv1 LRe4.IWpW 1 0 000 8893 5325 100 1 00 -0 00 13653 8175 B� bFtt3U�lt 2 0 000 8093 5325 100 00 -0 00 13653 8175 STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 2 MAY 2019, 2:22PM la %ONEDRI-1tNETWOR-11PROJEC-1t8WO-8-118163,D-1119D501-118163•Front Canopy Steel Frame ec6 Steel Beam soflwamoopg I ENERCALC,INC 1983.2018.Bdld:10.18.1213 KW-06011301 Description 6x6 POST[OUT OF PLANE] Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+O 6OW+H Dsgn L= 28 00 fi 1 0 044 0 007 212 -2 33 233 8893 5325 1 00 1 00 054 13653 81 75 Dsgn L= 12 00 ft 2 0 044 0 005 -2 33 233 8893 5325 1 00 1 00 039 13653 81 75 +D+O 7501-r+0 450W+H Dsgn L= 28 00 ft 1 0 033 0 005 159 -1 75 175 8893 5325 100 100 040 13653 8175 Dsgn L= 12 00 ft 2 0 033 0 004 -1 75 175 9893 5325 100 1 00 029 13653 8175 +D+O 750S+O 450W+H Dsgn L= 28 00 ft 1 0 033 0 005 159 -175 175 8893 5325 100 100 040 13653 8175 Dsgn L= 12 00 ft 2 0 033 0 004 -175 175 8893 5325 100 100 029 13663 8175 +0 60D+O 60W+O 60H Dsgn L= 28 00 ft 1 0 044 0 007 212 -2 33 233 6893 5326 100 100 054 13653 8175 Dsgn L= 12 00 ft 2 0 044 0 005 -2 33 233 8893 5325 100 100 039 13663 8175 +D+O 70E+0 60H Dsqn L= 28 00 It 1 C 000 8893 5325 100 100 -0 DO 13653 81 75 Dsgn L= 12 00 ft 2 0 000 8893 5326 100 100 -0 00 13653 8175 +D+O 750L+0 750S+0 5250E+H Dsgn L= 28 00 fi 1 0 000 8893 5325 100 100 -0 00 136 53 81 75 Dsgn L= 12 00 ft 2 0 000 8893 6326 100 100 -0 00 13653 81 75 +0 60D+0 70E+H Dsgn L= 28 00 ft 1 0 000 8893 5325 100 100 -0 00 13653 81 75 Dsgn L= 12 00 ft 2 0 000 8893 5326 100 100 -0 00 13653 81 75 Overall Maximum Deflections _ Load Combination Span Max "-"Dell Location in Span Load Combination Max "+"Defl Location in Span W Only 1 02660 12 768 00000 0 000 2 00000 12 768 W Only -0 031 B 5 568 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXImum 0 b17 1 543 Overall MINimum 0 278 0 694 +D+H +D+L+H +D+Lr+H +D+S+H +D+O 75OLr+0 750L+H +D+O 750L+D 750S+H +D+O 60W+H 0 370 0 926 +D+O 7501-r+0 450W+H 0 278 0 694 +D+O 750S+0 450W+H 0 278 0 694 +0 60D+0 6DW+0 60H 0 370 0 926 +D+O 70E+0 60H +D+O 750L+0 750S+0 5250E+H +0 60D+O 70E+H D Only Lr Only L Only S Only W Only 0 617 1543 E Only H Only Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 3:1013M 72-6 Frame [Wg10NEDRh1WETWOR--flFROJEC-118W&.B-118163•D-11190501-118163-Front Canopy S1WFrameec8 Software ENERCALC.INC 1983.2018,Build:10.18.1213 0:0 rSTRUCTURALDESIGN ASSOCIATES Description: FRAME#1-[TORSION IRREGULARITY] Joints... Joint Joint Coordinates Joint Label X Y X Translational Restraint 1 Y Translational Restraint Z Rotational Restraint I Temp le 1 0.0 0.0 Fixed Fixed Fixed 0 2 0.0 13.50 0 3 0.0 28.0 0 4 0.0 40.0 0 5 18.50 0.0 Fixed Fixed Fixed 0 6 18.50 13.50 0 7 18.50 28.0 0 8 18.50 40.0 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Label Property Label I Joint J Joint I Length I I End J End ft X y Z (rotation) X y Z (rolOon) 1-2 ColLine 1 1 2 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 2-3 ColLine 1 2 3 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 2-6 BmLvl 1 2 6 18.500 Fixed Fixed Fixed Fixed Fixed Fixed 3-4 ColLine 1 3 4 12.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BmLvl2 3 7 18.500 Fixed Fixed Fixed Fixed Fixed Fixed 4-8 BmLvl3 4 8 18.600 Fixed Fixed Pinned Fixed Fixed Pinned 5-6 ColLine 2 5 6 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 6-7 ColLine 2 6 7 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 7-8 ColLine 2 1 7 8 1 12.000 1 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors RISC Bending&Stability Factors Label Lu:z g Lu:y I K.z K:y 1 Cm Cb 1-2 13.500 13.500 1.00 1.00 Internal Internal 2-3 14.500 14.500 1.00 0.65 Internal Internal 2-6 18,500 18.500 1.00 0.65 Internal Internal 3-4 12.000 12.000 1.00 0.55 Internal Internal 3-7 18.500 18.500 100 0.65 Internal Internal 4-8 18.500 18.500 1.00 1.00 Internal Internal 5-6 13.500 13 500 1.00 1.00 Internal Internal 6-7 14.500 14,500 1.00 0.65 Internal Internal 7-8 12.000 12.000 1.00 0.65 Internal Internal Materials,.. Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi J Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0.490 0.000007 46.00 Wood 1.800.00 0 035 0 000000 0.00 Wood Material Data... Wood,Not Defined, Density=35.0pcf, FbT= 1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY= 1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= Member Sections... Prop Label Group Tag Material Area Depth Width Ixx lyy Default Group Default 1.0 in^2 0.0 in 00 in 1.0 in^4 1.0 in^4 HSS6x6x518 ColLine 1 Steel 11.70 in^2 6.0 in 6.0 in 55.20 inA4 55.20 in^4 HSS6x6x5/8 ColLine 2 Steel 1170 in"2 6.0 in 6.0 in 55.20 inA4 55.20 in"4 HSS12x6x3/8 BmLvl 1 Steel 11.80 inA2 12.0 in 60 in 215 0 in^4 72 90 in^4 HSS12x6x3/8 BmLvI 2 Steel 11.80 in^2 12.0 in 6,0 in 215 0 inA4 72 90 in"4 HSS6x6x1/4 BmLvl 3 Steel 5.240 inA2 6.0 in 60 in 28.60 in"4 28 60 in^4 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#6163 Project Descr: Printed: 6 MAY 2019. 3:10PM Iapg10NEDR4-1 WE fWOR--lTROJ,cG-116000-8-tOI63D-11190501-1%W-Front Canopy Steel Frame ec6 2-D Frame sottwe aco ' M ENERCAM INC 1983.2018,MEAD 181213 r.r Tal Description: FRAME41-[TORSION IRREGULARITY] Member Point Loads.... Note: Loads labeled"Global Y"act downward(In"-Y"direction) Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 4-8 Global X 0 ft 0.1180 k 2-6 Global X 0 ft 1.070 0.650 k 3-7 Global X 0 ft 1.040 k Member Distributed Loads.... Note Loads labeled"Global Y"act downward u1"Y"diri,clion Member Load Load Extents Load Magnitude Start ft Dead Roof Live Live Snow Seismic Wind Earth Label Direction End 2-3 Global X 0.0 Start Mag 0.0540 k/ft 14.50 End Mag 0.0540 k/ft 3-4 Global X 0.0 Start Mag 0.0540 k/ft 12.0 End Mag 0.0540 k/ft 3-7 Global X 0.0 Start Mag 0.070 k/ft 18.50 End Mag 0.070 k/ft 2-6 Global Y 0.0 Start Mag 0.0840 k/ft 18.50 End Mag 0.0840 k/ft 1-2 Global X 0.0 Start Mag 0.0540 k/ft I 13.50 End Mag 0.0540 k/ft Stress/Strength Load Combinations ASCE 7-10 Load Combination Cd 0.2"Sds* o Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 10 +D+0.750Lr+0.750L+H 1.25 1.0 0.750 0 750 1.0 +D+0,750L+0,750S+H 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1 1.0 0.60 10 +D+0.70E+H 0.9 1.0 0.70 10 +D+0.750Lr+0.750L+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.7508+0.450W+H 1.6 1.0 0 750 0,750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.15 1.0 0.750 0.750 05250 1.0 +0.60D+0,60W+0.60H 1.6 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.9 0.60 0,70 0,60 Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 10 0.750 0.750 1.0 +D+O 750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0A50 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0-750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.600+0.60W+0 60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Oniv, 1.0 S Only 1.0 W Only 1.0 1.0 E Only 1.0 H Only Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA98163 Project Descr: Printed. 6 MAY 2019. 3:1 OPM 2-Q Frame IapgtONEDRI-11NLTWOR-I"OJEGI18000.8-118163-D-11190`A1-1151Q-Front Canopy Steel Framed Software ht ENERCALC.INC.1983.2018.BtuldJ0.18.1213 KW-06011301 Description: FRAME#1-[TORSION IRREGULARITY] Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0-750Lr+0.750L+H 1.0 0.750 0.750 1-0 +D+0.75DL+0.750S+H 1.0 0.750 0-750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.7508+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 11.0 Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 1 00 00 0.0 Max W Only -"70E 1 0.0 0-0 0.0 Min -w -W 2 1.566 0.001437 0.001421 Max +D+O 70E +D+070E -W 2 -1.356 -0.001341 -0.002106 Min .W -w +13+070E 3 2.075 0.001939 0.000445 Max +D+O 70E +D+O 70E -W 3 -1.661 -0.001674 -0.000630 Min VV +0+0 70E 4 2.196 0.001939 0.001053 Max +0+0 70E +0+0 70E -W 4 -1.801 -0.001674 -0.001053 Min -W V W Ony 5 0.0 0.0 0-0 Max +D+0 70E V 5 0.0 0.0 0.0 Min -W +D+O 70E 6 1.566 0.001341 0.001450 Max +0+0 70E -w -W 6 -1.355 -0 002179 -0.001626 M in •W +D+O 70E +0+0 70E 7 2.075 0.001674 0.000439 Max +M 70E -W -W 7 -1661 -0.002681 -0.00070 Min -W +D+O 70E +D+O 70E 8 2.196 0001674 0.001231 Max +D+0 70E -W -W 8 -1.80 -0.002681 -0.001231 Min -W +D+070E WOny Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Oescr: Printed: 6 MAY 20 t 3 3:10PM ` 2-D Frame lap NEDRI-1UlETWOR-P,PR6JEC-11F,000&116163-0-11190 J1-1t87p�-Front Canopy Sleet Freme ec6 Softwere copyright ENERCALC.INC.1983.2018,Build 10 18 12 13 rr DESIGN ASSOCIATES Description'. FRAMEM-[TORSION IRREGULARITY] Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label I X Y Z k k k-ft i 1.545 2.609 Max -W -W -1.545 -3.010 Min WOnV +D+070E 2 Max Min 3 Max Milt 4 Max Min 5 1.265 4.564 Max -W +0+070E -1.471 -2.809 Min +DA 70E -W 6 Max Min 7 Max Min 8 Max Min Extreme Member End Forces Only Load Combinations giving maximum values are listed f Member"I"End Forces Member"J"End Forces Member Label I Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 1-2 1117 1.530 0.0 3-010 0.4177 18.677 Mox +0 6OD-0 70E +0+0 60W D Onlp +D+O 70E +0 60D-0 70E +D+O 70E 1-2 -3.010 -0.5646 0-0 -1.117 -1.384 -5.639 Miry +D+O 70E +0 6OD-0 6OW D Only +0 6OD-0 70E +D+O TOE +0 6OD-0 70E 2-3 0.09219 1.131 6.031 0.9763 0.05572 8.294 Max +0 600-0 70E +D+O 6OW +D+O 70E +D+O 70E +0 6OD-0 TOE +D+O 70E 2-3 -0.9783 -0.1991 -0.2947 -0.09219 -0.9879 -0.5132 Min +0+0 70E +Q 60D-0 60W +0 6OD-0 70E +0 60D-0 70E +0+0 70E +0 60D-0 70E 2-6 0.3620 1.025 5.934 0.4703 3 586 4.404 Max +0 6OD-0 70E +0 60D-0 70E +0 6OD-0 70E +D-0 6OW +D+O TOE +0 6OD-0 70E 2-6 -0.3956 -2.032 -24.708 -0.4367 -0.09261 -27.253 Mill +D+O 70E +D+O 70E +D+O 70E +0 60D+0 6OW +O 6OD-0 70E +0+0 70E 3-4 0.0 0.3235 1.549 0.0 0.06853 0.0 ,Max +0 60D-0 60W +D+O 6OW +D+a 60W +0+0 60W +0 60D+0 6OW +0 60D+0 60W 3.4 0.0 -0.3106 -1.395 0.0 -0.08138 0.0 ivlin +D+O 60W +0 6OD-0 60VV +0 6OD-0 60W +O 6OD-0 6OW +D-0 6OW +D+O 70E 3-7 001933 0.09219 0.9498 -0.06833 0.9783 0.7556 Max +0 600-0 70E +O 6OD-0 TOE +0 60D-0 70E +0 60D-0 70E +0+0 70E +0 6OD-0 70E Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 3:10PM 2-D Frame Iepg10NEDRl-11NE1WOR-1%PROJEC-118000$ 118163-D�t1190501-118163-Front CenM Steel Freme.=6 Softwareoo ' ht ENERCALC,INC.1983.2018,Build:10 18 12.13 . KVV-06011301 Description: FRAMEM -[TORSION IRREGULARITY Licensee: STRUCTURAL DESIGN ASSOCIATE& Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 3-7 -0 9387 -0.9783 -8.885 -1,084 -0.09219 -9,214 Min +D+O 70E +D+O ME +0+0 70E +D+O 70E +0 6OD-0 70E +D+O 70E 4-8 0.06853 0.0 0.0 0.08138 0.0 0.0 Max +0 60D+0 60W D Only D Only +D-0 BOW D Ony D Ony 4-8 -0.08138 0.0 0.0 -0-06853 0.0 0,0 Mhl +D-0 BOW D Only D Ony +0 60D+O BOW D Only D Only 5-6 4.564 1.471 0.0 0-1848 0.3649 19.860 Max +D+D 70E +D+O 70E D Only +0 6OD-0 70E A 6OD-0 70E +D+O 70E 5-6 -0.1848 -0 3649 0.0 -4.564 -1.471 -4.926 .din +0 60D-0 70E +0 60D-0 70E D Only +D+O 70E +D+O 70E +0 6OD-0 70E 6-7 0.9783 1.118 7.393 1 0.09219 -0.02212 8.813 Max +D+O 70E +D+O TOE +D+O 70E +0 6OD-0 70E +0 6OD-0 70E +O+O 70E 6-7 -0 09219 0.02212 0.5217 -0.9783 -1.118 -0,2010 Min +0 6OD-0 70E +0 60D-0 70E +0 6OD-0 ME +D+O 70E +0+0 70E +0 6OD-O 70E 7-8 0.0 0.06853 0.8223 0.0 0.08138 0.0 Max D Ony +O 60D+0 60W +0 BONO 60W +D+O 60W +D-0 BOW +D+O 46OW 7-8 0.0 -0.08138 -0.9766 0.0 -0.06853 0.0 Mi., +D+O BOW +D-0 BOW +D-0 60W D Ony +0 600+0 60W +D+O BOW Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I'Joint 1-2 3.010 k 0.0 ft 5.639 k-ft 13.50 ft 1.530 k 0.0 ft Max FD+O 7Gt +u 60D-0 70E +p+0 GOW 1-2 -1.117 k O.O ft I 18.677 k-ft 13.50 ft I 0.5646 k r p 60D-0 GO W 0.0 ft Min +0 60-0 70E +0+0 70E 2-3 0 9783 k 0.0 ft 6.031 k-ft 0.0 It ( 1.131 k 0.0 ft Max +D+p,7pE +D+O 70E +D+O GOW 2-3 -0.09219k 0.0 ft -8,294 k-ft 14.50 ft -0.1991 k 0.0 ft Min +0.6OD-0 70E +D+O 70E +0 F.OQ-U 60W 2-6 I 0.4703k 0.0 ft 27.253 k-ft 18.50 ft 1.025 k 0-0 ft Max +_�-c�oow �D�p rpE +G 6GD-o 7UE 2-6 I -0.4367k 0.0 ft -24.708 k-ft 0.0 ft -3.586 k 1850 ft Min +p.6pp+0 60W +p+0?OE +JrO 70E 3A I O.Ok 0.0 ft 1.549 k-ft 0.0 ft 0 3235 k 0.0 R Max +D+O GOV/ Fp 10 60W 3-4 I O.Ok 0.0 ft -1.395 k-ft 0.0 ft -0.3106 k 0.0 ft Min Fp 600-0 sow +G 60D-0 Gpw 3-7 I 0.9385k 0.0 ft 9.214 k-ft 18.50 ft 0.09219 k 0.0 ft Max +�-0 70E +p+0 70E +p G(!D-0 7UE 3-7 I -1 084k 18.50 ft -8.885 k-ft 0.0 ft -0.9783 k 0.0 ft Min +D+O 70t +D+O.70E +JrO 70E 4-8 I 0.08138k 0 0 ft I 0.0 k-ft 0.0 ft I 0.0 k 0.0 ft Max +p-p 60W 4-8 I 0.06853k 0.0 ft 0.0 k-ft 0 0 ft I 0-0 k 0.0 ft Min 10 GOU+U 60W 5-6 0.1848k 0.0 ft 4.926 k-ft 13.50 ft 1,471 k 0.0 ft Max +0 600-0?OE +0 60D-0 7UE +Q+p 7fiF 5-6 -4 564k 0 0 ft -19 860 k-ft 13.50 ft -0.3649 k 0.0 ft Min +D+O 7pE +p+0/UE +U GOD-0 7UE 6-7 0.09219k 0.0 ft 7.393 k-ft 0.0 ft 1.118 k 0.0 ft Max +0 6OD-0.70E =Q+O 70E +D+O 70E 6-7 I -0.9783k 0.0 ft -8.813 k-ft 14.50 ft 0.02212 k 0.0 ft Min +D+fi 70E �D�0 70F +U GtiU-0 7UE 7-8 I O.Ok 0.0 ft 0.8223 k-ft 0.0 ft 0.06853 k 0.0 ft Max +O 69D FO 6OW +0 600 Fp COW Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 3:10PM Iapg10NEORI-1WEfWOR-11PROJECG-118000.8-118163:d I%i90501-118163-Front CamayStee!Fro me,K6 2-D Frame software t ENERCALC.INC 1983.2018.Build:10.181213 � ra Description FRAME#1-[TORSION IRREGULARITY] Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"1"Joint Shear Dist torn"I"Joint 7-8 I Min 0 Ok 0.0 It -0.9766 k ft �D-o 0.0 It -0.08138 k +o-o saw 0.0 ft suw Member Stress Checks... Stress Checks per AISC 360-10&NDS 2015 Member Section Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios Label Label Material Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) 1-2 ColLine 1 Steel +D+0 TOE 0 355 PASS 13.50 ~�:4U �W 0,019 PASS 0-00 2-3 ColLine 1 Steel +D+a TOE 0.157 PASS 14.50 +0+0 BOW 0.014 PASS 0.00 2-6 BmLvl 1 Steel +DA 70E 0.266 PASS 18.50 +M TOE 0.028 PASS 18.50 3-4 ColLine 1 Steel +DA BOW 0.029 PASS 0.00 +D+O BOW 0.004 PASS 0.00 3-7 BmLVI 2 Steel, +D+a70E 0.092 PASS 18.50 +0470E 0.008 PASS 0.00 4-8 BmLvl 3 Steel +0 60DA BOW 0.001 PASS 0.00 N/A 0.000 PASS 000 5-6 ColLine 2 Steel +D+070E 0.383 PASS 13.50 +0+070E 0.018 PASS 0.00 6-7 ColLine 2 Steel +DA 70E 0.168 PASS 14.50 +D+O 70E 0.014 PASS 000 7-8 ColLine 2 Steel +D-0 BOW 0.018 PASS 0.00 -D-O 60W 0.001 PASS 0.00 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer Project 10: SDA#8163 Project Descr: Printed: 6 MAY 2019, 3:10PM 2-D Frame IONIC NEDPI-IINMIOR-ITROJEG118JQ0.8-ti81o3.0-tit;O Zt-t18163-FmniCanopySioelF.eRwee6 Solnvere gghl ENERCALC,INC 19832018.Budd 10.18 12.13 - s • Description: FRAME81 -ITORS101`1 IRREGULARITY . 0 — — 0 • x -x x X x X t x Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 20*19, 9:37AM k"IONEDRl-1tNElWOR-11PROJEGriAooa$-11B183D-11190501.118163-Front Canopy Steel Frame ec6 Z-D Frame Software ht ENERCALC INC 1983-2018.Build:1018.12.13 r.r r Description: FRAME#2-[TORSIONAL IRREGULARITY] Joints... Joint + Joint Coordinates Joint Label 1 � ft X Translational Restraint Y Translational Restraint Z Rotational Restraint Tdeemp 1 F 0.0 0.0 Fixed Fixed Fixed 0 2 0.0 13.50 0 3 0.0 28.0 0 3b 0.0 34.0 0 4 0.0 40.0 0 5 3.50 0.0 Fixed Fixed Fixed 0 6 3.50 13.50 0 7 3.50 28.0 0 8 1 3.60 40.0 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints a Label Length I End J End Property P rtY I Joint J Joint tr x y z (rotation) x y z (iolation) 1-2 ColLine 1 1 2 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 1-5 BRACE 1 6 13.946 Fixed Fixed Pinned Fixed Fixed Pinned 2-3 ColLine 1 2 3 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 2-6 BmLvl 1 2 6 3,500 Fixed Fixed Fixed Fixed Fixed Fixed 3-4 ColLine 1 3 3b 6.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BmLvl2 3 7 3,500 Fixed Fixed Fixed Fixed Fixed Fixed 3b-4 ColLine 1 3b 4 6.000 Fixed Fixed Fixed Fixed Fixed Fixed 4-8 BmLvl3 4 8 3.500 Fixed Fixed Pinned Fixed Fixed Pinned 5-6 ColLine 2 5 6 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 6-7 ColLine 2 6 7 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 7-8 ColLine 2 1 7 8 12.000 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label Lu:z q Lu:y K:z K:y Cm Cb 1-2 13.500 13.500 1.00 1.00 Internal Internal 1-5 13.946 13.946 1.00 1.00 1,000 1.000 2-3 14.500 14.500 1.00 0.65 Internal Internal 2-6 3.500 3.500 1.00 0.65 Internal Internal 3-4 6.000 6.000 1.00 0.65 Internal Internal 3-7 3.500 3,500 100 0.65 Internal Internal 3b4 6,000 6.000 1.00 1.00 1.000 1.000 4-8 3.500 3.500 1.00 065 Internal Internal 5-6 13,500 13.500 1.00 1.00 Internal Internal 6-7 14.500 14.500 1.00 0.65 Internal Internal 7-8 12.000 12.000 1.00 0.65 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf inldegr ksi Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0 490 0.000007 46.00 Wood 1.800.00 0.035 0.000000 000 Wood Material Data... Woad,Not Defined, Density=35.0pcf, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= i Member Sect[ons... Prop Label I Group Tag Material Area Depth Width Ixx lyy Default Group Default 10 in"2 0.0 in 0.0 in 1.0 in"4 1.0 in^4 HSS12x4x3J8 ColLine 1 Steel 10.40 in"2 12 0 in 4.0 in 168 0 in"4 28.90 in"4 HSS12x4x318 ; ColLine 2 Steel 10.40 inA2 12.0 in 4.0 in 168.0 in"4 28.90 inM Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:37AM 2-D Frame IW9%ONEDRI-11NETWOR-11PROJEO-IM -8-118163-D-11190501-116163-Front Canopy Steal Freme 6c6 Software co ' ft18.121p 3 KW-06011301ASSOCIATES Description: FRAME#2-[TORSIONAL IRREGULARITY] Member Sections... I Prop Label Group Tag Material Area Depth Width txx lyy HSS12x4x3/8 BmLvl 1 Steel 10.40 inA2 12.0 in 4-0 in 168.0 in14 28.90 inA4 HSS12x4x3/8 BmLvl 2 Steel 10.40 inA2 12.0 in 40 in 168.0 inA4 28.90 inA4 HSS12x4x3/8 BmLvl 3 Steel 10.40 inA2 12.0 in 4.0 in 168.0 inA4 28.90 in^4 HSS6x6xl/2 BRACE Steel 9.740 inA2 6.0 in 6.0 in 48.30 inA4 48.30 inA4 Member Point Loads.... Note: Loads labeled"Global Y"act downward!in"-Y"direction) Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 2-6 Global X 0 ft 0.450 k 3-7 Global X 0 ft 0.370 k 4-8 Global X 0 ft 0.0680 k Member Distributed Loads.... Nole: Loans Iabi led`Global Y"act r9ownwarl 'i11"-Y"dn'eclir;n Member Load Land Extents Load Magnitude f Label Direction End ft Dead Roof Live Live Snow Seismic Wind Earth 2.6 Global Y 0.0 Start Mag 0.08.10 k/ft 3.50 End Mag 0.0840 k/ft 3-7 Global Y 0.0 Start Mag 0.070 k/ft 3.50 End Mag 0.070 k/ft 1-2 Global X 0.0 Start Mag 0.2710 k/ft 13.50 End Mag 0.2710 k/ft 2-3 Global X 0.0 Start Mag 0.2710 k/ft 14.50 End Mag 0,2710 k/ft 3-4 Global X 0.0 Start Mag 0.2710 k/ft 6.0 End Mag 0.2710 k/ft Stress/Strength Load Combinations ASCE 7-10 Load Combination Cd 0.2*Sds* Load Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H -- - -- 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 1.0 +D+0.75OLr+0.750L+H 115 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H 1 6 1.0 0.60 1.0 +D+0.70E+H 0.9 1.0 0.70 1.0 +D+0.75OLr+0.750L+0.450VV+H 1.6 10 0.750 0 750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 16 1.0 0 750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.15 1.0 0 750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +0.60D+0.70E+0 60H 1 0.9 1 0.60 0.70 0.60 Automatically Apply 100%of member self-weight as D in the-Global Y direction Reaction Load Combinations ASCE 7-10 Load Combination Load Combination factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+O 75OLr+0.750L+H 1.0 0.750 0.750 1.0 +D+0,750L+0.750S+H ! 1.0 0.750 0.750 10 +D+0,60W+H f 1.0 0.60 10 r D i 0.70E+H 1.0 0.70 1.0 +D+0.75OLr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 10 +D+0,750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 10 0.750 0.750 0.5250 1.0 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr Prinled: 6 MAY 2019. 9:37AM Iepg101JEORI-11NETWOR-11PROJEC-118000•&-118163,0-1110.Wl-I18163-Foil Canopy Steel Frame m6 2-D Frame spliware i ENERCALC.INC 1983-2018 Build 10 18 12 13 Descriplion ?rl'' » [TORSIONAL IRREGULARITY) +0,60D+0.60W+0.60H 0.60 0.60 0.60 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer; Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:37AM 2-D Frame Iapg10NEDRl-lINETWOR-IIPROJEC-1t8000.8-118163.0-11190501-118163-Front CenopyS1eelFrameec6 SolhVere ht ENERCALC.INC 1983.2018.Buikl-1018 12 13 KW-06011301 Description: FRAME#2-[TORSIONAL IRREGULARITY] Reaction Load Combinations ASCE 7.10 Load Combination Load ombinatlon Factors Description Dead Roof Live Live Snow Wind Seismic Earth +0.600+0 70E+0.60H 0,60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.Q S Only 1.0 H Only 1.0 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: �j Printed: 6 MAY 2019, 9:37AM 2-D Frame 1sFg10PJEIJRI-HIJETYJOR-1PROJEC-145000ti-11B163-D-10MO1�-118163-Front Canopy Steel Frame.ec6 Solt 9rempyn h1EPJF.RCALC.INC 1983-2018.Build:10.18.12.13 KW-0601 13011 STRUCTURALDESIGN ASSOCIATES, Description: FRAME#2-[TORSIONAL IRREGULARITY] Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 10 1.0 +D+L+H 10 1.0 1.0 +D+Lr+H 10 1.0 1,0 +D+S+H 1.0 1.0 1 0 +D+0.750Lr+0.750L+H 1.0 0.750 0 750 1.0 +D+0.750L+0.7508+H 1.0 0 760 0.750 1.0 +D+0.60W+H 1.0 0_60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.7505+0.450W+H 1.0 0.750 0.750 OA50 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D only 1.0 Lr Only 1.0 L Only 1-0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.4 Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 1 00 0.0 0.0 Max W Only W Only 1 0.0 0.0 0.0 Min D Only D Ony 2 0.1669 0.007889 -.0000030 Max yV Only W Ony D Ony 2 0.000529 -0.000138 -0.000969 Min D Only D Ony W Ony 3 0.5165 0.01206 -.0000020 Max W only W any D Ony 3 0,000588 -0.000209 -0.001151 Min D Only D Ony W Ony 3b 0.6103 0.01206 0.0 Max W Only W ony D Ony 3b 0.000645 -0.000209 -0.001325 Min D Only D Ony W Ony 4 0.7039 0.01206 0.0 Max W Only IN Only D Ony 4 0.000613 -0.000209 -0.001287 Min D Only D Only W Only 5 0.0 0.0 0.0 Max W Only D any 5 0.0 0.0 0.0 Min E Only W Ony 6 0.1661 -0.000145 .0000020 Max W Only D Ony D Only 6 0.000529 -0.02404 -0.001002 Min D Only W Ony W Only 7 0.5162 -0,000216 .0000010 Max W ony D Ony D Only 7 0.000588 -0.02820 -0.001202 Min D Only W Only W Only Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:37AM 2-D Frame IONIM4EDRI-1114ETWOR-11PROJEC-IWW.8-iiBi63•D-si19MI-.118163 I'm C&-4M Steel FrsW0ec6 Software ht ENERCALC.INC i483.20i8,guild 1018 1213 KW-06011301ASSOCIATES Description: FRAME#2-[TORSIONAL IRREGULARITY] 8 I 0.7039 -0.000216 -.0000010 Max w Only D 00i D only f Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:37AM IepglONEDRI-1WETWOR-WROJEC-118000.8-t16163-D-11190501-118163-Front Canopy Steel Frame-6 2-D Frame Software At ENERCALC.INC.19612016,Build:10.18.12-13 KVV-06011301 Licensee:STRUCTURAL Description: FRAME92-[rORSIONAL IRREGULARITY] Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 8 0.000613 -0.02620 -0.001354 Min D Only W Only W Only Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label I X Y Z k k k-ft 1 0.002744 0.2695 Max D Ony D Ony -5.519 -26.691 Min +O 600+0 BOW +0 60D+O 60W 2 Max Min 3 Max Min 315 Max Min 4 Max Min 5 -0.000565 27.122 Max +0 60D+0 70E +D+0 60W -0.01044 02695 Min +o+0 60W D Ony 6 Max Min 7 Max Min 8 Max Min Extreme Member End Forces Only Load Combinations giving maximum values are listed Member" I " End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 1-2 3.225 08513 0.CF 8.019 1.347 0.1146 MM +13-0 70E +D+O 60W D Only +0 60D+0 BOW +0 60D+O 60W +D-0 70E 1-2 -7.733 0.003728 0.0 -2.747 -0.008492 -3.366 W) +0 600+0 60W +0 60D+0 70E D Only +13-0 70E +D-0 70E +0 60DA 60W 1-5 2.783 0.0580 0.0 18.786 0.0580 00 Max +D-0 70E +D+O 70E D Only +13+0 BOW +D+0 450W D Only 1-5 -18.456 003480 0.0 -2.395 0.03480 0.0 Vin +0 60D+0 60W +0 60D+0 60W D Only +0 600-0 70E +0 60D-0 70E D Only Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: _ Printed: 6 MAY 2019, 9:37AM 2-D Frame IoNIONEDRF-1WErWOR-11PROJEC-IMM-8-11B163D-11190501-118163-Front Camay Steel Fremeec6 Sottwere hl ENERCALC,INC 1983.2018 Build:101a 1213 KW-06011301 Description: FRAME#2-[TORSIONAL IRREGULARITY] Extreme Member End Forces Only Load Combinations giving MOXM1LIm values are listed Member"I"End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 2-3 1.948 2.275 11.049 3.931 0 1585 4.850 Max +D-0 70E +0 60D+0 60W +0 600+0 60W +0 60D+0 60W +D-0 70E +0 60D40 60W 2-3 -3.623 -0.1585 -1.211 -1.434 -0.1499 -1.087 John +O 601)+0 6OW +0-0 70E +D-0 70E 4D-0 70E +0 6013+0 70E 4D-0 70E 2-6 3.622 0.7995 1.120 0.4820 4.758 1.044 Max +0 60D+0 60W +D-0 70E +0 60D-0 70E 4D-0 70E +D+O 6OW +0 6W-0 70E 2-6 -0.1670 -4.396 -7,707 -3.622 -0.4929 -8.216 Min +D-0 70E +0 600+0 60W +D+O 60W +0 60D+0 60W +0 6OD-0 70E 40 to 60W 3-4 0,4866 0.9317 2.401 -0.1646 004457 0.2674 Max +0-0 5250E +0 60D+0 60W +0 60D+0 60W +O 60D+0 60W +D40 60W +0+0 60W 34 0.2920 -0 02558 -0.3070 -0.2743 -0 02274 -0 1365 ibMfn +0 60D+0 60W +D-0 70E +D-0 70E +D-0 5250E +0 60D+0 70E 40 600+0 70E 3-7 1.016 0.9478 1.394 0.1276 4.519 1.304 Max +D+O 60W 4D-0 70E +D-0 70E +0 6OD-0 70E +0+0 60W +0 60D-0 70E 3-7 -0.1271 -4.223 -7.250 -1,016 -0.6538 -7.944 Min +0 60D+0 70E +E1600+0 60W +0 600+0 6OW +D+O 60W +0 60D-0 70E +0+0 60W 3b4 0.2743 0.02274 0.1365 -0.03716 004457 0.0 Max D Ony +0 60D+0 70E +0 60D+0 70E +0 60D+0 60W +D+O 6OW +U 6OD+0 6OW 3b4 0.1646 -0.04457 -0.2674 -0.06193 -0 02274 0.0 NTln l +0 60D+0 60W +D+O 60W +D+O 60W D Ony +0 60D+0 70E 40 600-0 70E 4-8 0.04457 0.06193 0.0 0.02273 0.06193 0.0 Ma:; +DA 60W D Only D Only +0 6OD-0 70E D Only D Only 4-8 -0.02274 0.03716 0.0 -0,04457 0.03716 0.0 h1 in +0 60D+0 70E +0 60D+0 6OW D Ony +D+O 60W +0 60D+0 60W D Only 5-6 28.954 0.01874 0.0 2-856 -0.005540 0.2529 Max +DA 60W +D+O 60W D Only +0 6OD-0 70E +0 60D+0 70E 4D40 6OW 5-6 -2.570 0.005540 0.0 -28.476 -0.01874 0.07479 Min +0 60D-0 70E 40 60D+0 70E D Only 40+0 60W +D+O 60W 40 60D+0 70E 6-7 5.519 1-060 7.963 0.3618 0.1503 7.409 ,Mtax +0+0 6OW +DA MW +D+O BOW +0 60D-0 70E +O 6OD-0 70E 4D+0 60W 6-7 -0.05392 -0.1503 -1.148 -5.006 -1.060 -1.031 Min 40 60D-0 70E +0 6OD-0 70E +0 6OD-0 70E +D+O 60W +D+0 60W +0 60D-0 70E 7-8 0.4866 0.04457 0.5348 -0.03716 0.02273 00 Max +D+O 60W +0+0 60W +D+O 60W +0 60D+0 70E +0 6OD-0 70E 4040 45OW 7-8 0.2920 -0.02273 -0.2727 -0.06193 -0.04457 0.0 Min +0 60D40 70E 40 6OD-0 70E +0 6OD-0 70E +D+O 60W +0+0 60W +0 60D+0 60W Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint I Shear Dist from"I"Joint 1-2 8.019 k 13.50 ft 3.366 k-ft 13.50 It 0.8513 k 0.0 ft Max +0 60D+0 60W +0 60D+p 60W D+O(iUN 1-2 -3.225k 0.0 ft I -2,228k-ft 5,235It -1.347 k 13.50 It Min +C-0 70E +D+O 6OW +0 600+0 6OW 1-5 18.786k 13.946 It -0.009703k-ft 13.662ft 0.0580 k 0.0 ft Max i C FO 6OW +0 60D+0 60W +n+0 7OF 1-5 -2.783k 0.0 ft -0.2021 k-ft 7.115It -0.0580 k 13.946 It Min +D-6 70E +D+O 70E +D+U 45OPY 2-3 3.931 k 14.60 It 11.049 k-ft 0.0 ft 2.275 k 0.0 ft Max +n 600+0 60W +0 60+0 60W +0 600-0.60W 2-3 -1.948k 0.0 ft -4.870 k-ft 13 908 ft -0.1585 k 0.0 ft Min +D-0 70E +0 600 F0 6OW +C-0 70E 2-6 0.4820 k 0.0 ft 8.216 k-ft 3.50 ft 0,7995 k 0.0 ft Max +D-0 70E +D+O 60w +D-0 70E 2-6 -3.622 k 0.0 ft -7.707 k-ft 0.0 ft -4.758 k 3.50 ft Min +n 60D+0 6OW +n+n flow +D+o soVI Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr Printed: 6 MAY 2019, 9:37AM apg10NEDRl-1{NE TWOR-11PROJEG-119000-a-itot6"j.D-11190591-1151U-front Ceiopy Steel Frame ec6 2-D Frame Software EN ER CALC.INC.19a2018,Buft10.181213 Description: FRAME#2-[TORSIONAL IRREGULARITY] Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 3-4 0.1646k 6.0 ft 2.401 k-ft O.Oft 0.9317 k 0.0 ft Max +0 60D+O 6OW +0 600+0 60W" +0 6oD+o 6OW 3-4 Min -0.4866 k 0.0 ft -0-3070 k-ft 0.0 ft -0.04457 k 6-0 ft +D-05250E +p-U 70E +U+U 60W 3-7 Max 0.1276 k +0.60D-0 70E +D+U 60W +D-U 70E 0.0 ft I 7.944 k-ft 3.50 ft 0.9478 k 0.0 ft 3-7 -1.016 k 0.0 ft -7.250 k-ft 0.0 ft -4.619 k 3.50 ft Min +C+O 60W +0 60D+0 60W +D+U 6OW 3b-4 -0.03716 k 6.0 ft 0.1365 k-ft 0.0 ft 0.02274 k 0.0 ft Max +0 60D+U 60W +0.GOD+O 70E +0 6OD+0 70E 3b-4 -0 2743k 0.0 ft 0.2674 k-ft 0.0 ft -0.04457 k 0.0 ft Min D Only +D+O 60W +D+()60W 4-8 0.02273k 0.0 ft -0.00260 k-ft 0.07143 It 0.06193 k 0.0 ft MAX +0 6OD-0 70E +0 60D+0 6OW D Only 4-8 -0.04457 k 0.0 ft -0.05417 k-ft 1.714 ft 0.06193 k 3.50 ft Min +D+n sow �Only D only 5-6 I 2.856 k 13.50 ft -0.001526 k-ft 0.2755 ft 0.01874 k 0-0 ft Max +0.60D-0 70E FO 60010 70E +D+U 6OW 5-6 I -28.954k 0.0 ft -0.2529 k-ft 13.50 ft 0.005540 k 0-0 ft Min +D+O 60W +D+O 601N +0 60D+U 70E 6-7 I 0.3618k 14.50 ft 7.963 k-ft 0.0 ft 1.060 k 0.0 ft Max +0 6UD-0 7UE +D+U 60W 0.0 60W 6-7 -5.519k 0.0 ft -7.409 k-ft 14.501t -0.1503 k 0 0 It Min +C+0.60W +D+p 60W +U GOD-0 70E 7-8 -0.03716k 12.0 ft 0.5348 k-ft 0.0 It 0.04457 k 0.0 ft M8X +U GOD+O 7OE +D+I)60W +D+O 6OW 7-8 -0.4866 k 0.0 ft -0.2727 k-ft 0.0 ft -0.02273 k 0.0 ft Min +C+O 60W �0 60D-0.7UE 0 60iJ-0 7UE Member Stress Checks... Stress Checks per AISC 360-10&NDS 2015 Member Section Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios Material Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (it) 1-2 ColLine 1 Steel •0.600460w 0.054 PASS 13.50 -06OD+064w 0 011 PASS 13.50 1-5 BRACE Steel +D+060W 0,070 PASS 13.95 +D+0450W 0.001 PASS 13.95 2-3 ColLine 1 Steel +0 601)+0 6OW 0.137 PASS 0.00 +0 60D+0 60W 0.018 PASS 0.00 2-6 BmLvl 1 Steel +D+O 6OW 0.104 PASS 3.50 +D+O 60W 0.038 PASS 3.50 3-4 ColLine 1 Steel +0+0 6OW 0.029 PASS 0.00 +0 600+0 sow 0.007 PASS 0.00 3-7 BmLvl 2 Steel +D+O 6OW 0.096 PASS 3.50 -,M 60W 0.036 PASS 3.50 3b-4 ColLine 1 Steel +D+O 60W 0 004 PASS 0.00 +D+O sow 0.000 PASS 0.00 4-8 BmLvl 3 Sleet +D+O 6OW 0.001 PASS 1.71 D Only 0.000 PASS 0.00 5-6 ColLine 2 Steel +D+c 6OW 0.191 PASS 0.00 +0+0 sow 0.000 PASS 0.00 6-7 ColLine 2 Steel +0+060W 0.115 PASS 0,00 +D+060W 0.008 PASS 0.00 7-8 ColLine 2 Steel +0+060W 0.008 PASS 0.00 +0+060W 0.000 PASS 0.00 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:37AM Z-D Frame 19MIONEDRt-iWE-rWOR-11PROJEC-I%$W"-118163.D-11190501-iM63-From CaiorySfeeiFrome.ec& Soltwere CopI t ht ENERCALC INC 19812018.Build W 1A 12 13 KVV-06011301 Description: FRAME#2-[TORSIONAL IRREGULARITY] I �( I X- x 40 • Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Primed: 2 MAY 2019, 3:41 PM Zang ONEDRt-tV4ERVOR-11PROJEC-1t8000-8-118163-d l\i9D541-t48163-Front Canopy Steel Frame.eo6 III 2-D Frame Softwae oo ht ENERCALC,INC.1983.2018,EUld.101812 13 . 0.0 t ' ` DESIGN Description: FRAtAE#3-[TORSION IRREGULARITY] Joints... Joint Joint Coordinates Joint Label X Y X Translational Restraint Y Translational Restraint Z Rotational Restraint Tenn ft ft den p 1 0.0 0.0 Fixed ' Fixed Fixed 0 3 0.0 28.0 0 4 0.0 40-0 0 5 18.50 0.0 Fixed Fixed Fixed 0 7 18.50 28.0 0 8 18.50 40.0 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints a Label Pro Length I End J End Label p I Joint J Joint j n x yz (rotation) x y _z (rolac+en) 1.3 ColLine 1 1 3 28.000 Fixed Fixed Pinned Fixed Fixed Fixed 3.4 ColLine 1 3 4 12.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BmLvl2 3 7 18.500 Fixed Fixed Fixed Fixed Fixed Fixed 5-7 ColLine 1 5 7 28.000 Fixed Fixed Pinned Fixed Fixed Fixed 7-8 ColLine 1 7 8 12.000 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label Lu:z R Lu:y K:z K:y Cm Cb 1-3 28.000 28.000 1.00 100 1.000 1.000 3-4 12.000 12.000 1.00 0.65 Internal Internal 3-7 18.500 18.500 1.00 0.65 Internal Internal 5-7 28.000 28.000 100 1.00 1.000 1.000 7-8 12.000 12.000 1.00 0.65 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0 000 0,000000 1.00 Steel 29,000.00 0-490 0.000007 46.00 Wood 1.800.00 1 0.035 0.000000 000 Wood Material Data... Wood, Not Defined, Density=35.Opcf, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= Member Sections... Prop Label Group Tag Material Area Depth Width Ixx lyy Default Group Default 1.0 in"2 0.0 in 0.0 in 1.0 104 1.0 in^4 HSS12x6x3/8 BmLvl 2 Steel 11.80 in"2 12.0 in 6.0 in 215.0 in,,4 72.90 in"4 HSS6x6x5/8 ColLine 1 Steel 11.70 in,12 6.0 in 6.0 in 55.20 in'14 55.20 in^4 Member Point Loads.... Note: Loads labeled"Global Y"act downward(in"-Y"direction) Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 3-7 Global X 0 ft I 0.620 k Member Distributed Loads.... Note: Loads labeled"Global V act downward in"-Y"direction Member Load Load Extents Load Magnitude Label Direction Start ft Dead Roof Live Live Snow Seismic Wind Earth End _ 3-7 Global Y 0.0} 5lart Mag 0.070 k/ft 18.50 1 End Mag 0.070 k/ft Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Printed: 2 MAY 2019, 3:41PM 2-D Frame tapg%ONEDRf-1WETWOR-I"OJEC-IMM-8-118163-0-11t909pf-M',63-Front Cerwy Steel Frame ec6 Software t ENERCALC INC.1983.2018,BuII110.18.12.13 KVV-06011301 Description: FRAME#3-[TORSION IRREGULARITY] Stress/Strength Load Combinations ASCE 7-10 Load Combination Cd 0.2'Sde Load Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 I 1.0 1.0 1.0 +p+0.756Lr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+0.70E+H 0.9 1.0 0.70 1.0 +D+0.75OLr+0.750L+0.450W+H 1.6 1.0 0.750 0.760 0.450 1.0 +0+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.15 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 1.6 0.60 060 060 +0.60D+0.70E+0.60H 0.9 0.60 0.70 0.60 Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H , 1.0 1.0 +D+L+H ` 1.0 1.0 1.0 +D+Lr+H 1.0 1-0 1.0 +D+.S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0-750 1.0 +D+0.750L+0.7508+H 10 0.750 0,750 1.0 +D460W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0-750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.7508+0.5250E+H 1.0 0.750 0 750 0.5250 1.0 +0.60D+0-60W+0.60H D.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1 0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC- Engine L'r: Project ID: SDA#8163 Project Descr: Piinled: 2 MAY 2019, 3:41PM tegglONEDRI-nNErwOR^11PROJECr118000.8-fl8163-U-11190501-R8163-Front Campy Sleet Frame ec6 2-D Frame Software mpvn ht ENERCALC,INC 1983-2018.Build:10.18 12.13 Description: FRAME1t3-[TORSION IRREGULARITY] Deflection Load Combinations ASCE 7-10 Load Combination load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1,0 1.0 +D+0.750Lr+0.750L+H 1,0 0.750 0.750 1.0 +D+0.750L+0.7508+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0,450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.760 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 1.0 E OnIV 1.0 H Only Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 1 00 0.0 0.0 Max E Ony E Only 1 0.0 0.0 0.0 Min EOnly'A0 +M70E 3 2.230 0.000779 0.000525 Max E Only E Only E Only'-1 0 3 -2.230 -0.001187 -0.000708 Min E Only*-10 +D-0 70E +D+O 70E 4 2.306 0.000779 0.000525 Max E Only E Only E Only*-10 4 -2.306 -0.001187 -0 000708 Min E Only*-10 +D-070E +D+070E 5 0.0 Max E Ony y E On a 0.0 1 0 5 0.0 0.0 0.0 Min E Only*-10 +D+O 70E 7 2.230 0.000779 0.000708 Max E Ony E Only'-10 +D-0 70E 7 -2-230 -0.001187 -0.000525 Min E Ony*-10 +D+O 70E E Only 8 2.306 0.000779 0.000708 Max E Only E Only*-1 0 +D-0 70E 8 -2.306 -0.001187 -0.000525 Min EOny-10 +D+070E EOny Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label I X Y Z k k k-R 1 0.26Q 1.198 Max E Only*-10 +D-070E -0.260 -0.7870 Min E Only E Only Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Prinied: 2 MAY 2019, 3:41 PM 2-D Frame lepgWNEDRI-1WEIWOR-11PROJEC-118000 4-1as153-D-11190501-118163-FmntCampyStw!Rame.e� Software 00DO t ENERCALC.INC.1983.2018,Buib:10.18.12.13 OWNi itilli Description: FRAME#3-[TORSION IRREGULARITY] Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft 3 Max Min 4 Max Min 5 0.260 1.198 Max E Only'-10 +D+O 70E -0.260 -0.7870 Min EOny EOny'-l0 7 Max Min 8 Max Min Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label Axial Shear Moment I Axial Shear Moment k k k-ft k k k-ft 1-3 1.198 0.1733 0.0 0.1624 0.1965 4.853 Max +D-0 70E +0 60D+0 70E D Ony +0 60D+0 70E +D-0 70E +0 60D+0 70E 1-3 -0,1624 -0.1965 0.0 -1.198 -0.1733 -5.501 Min +0 60D+0 70E +D-0 70E D Only +D-0 70E +0 60D+0 70E +0-0 70E 3-4 0.0 0.0 0.0 0.0 0.0 0.0 Max +0 6OD-0 70E +0 6OD+0 70E +0 60D+0 70E D Only +0 600.0 70E +0 60D+0 70E 3-4 0.0 0.0 0.0 0.0 0.0 00 Min D Ony +0 6OD-0 70E +D-0 5250E +0 6OD-0 70E +0 60D+0 70E +0 6OD-0 70E 3-7 0.1965 1.198 5.501 0.1733 1.198 4 853 1,64ax +0.0 70E +0-0 70E +D-0 70E +0 60D-0 70E +D+O 70E +0 6OD-0 70E 3-7 -0,1733 -0.1624 -4-853 -0,1965 -0.1624 -5.501 hbp +0 60D+0 70E +0 60D+0 70E +0 60D+0 70E +D+O 70E +0 60D-0 70E +D+O 70E 5-7 1.198 0.1965 0.0 0.1624 0.1733 5 501 Max +D+O TOE +0+0 70E D Ony +0 6OD-0 70E +0 6OD-0 70E +D+O 70E 5-7 -0.1624 -0.1733 0-0 -1.198 -0.1965 -4.853 fvhn +0 6OD-0 70E +0 6OD-0 70E D Only +D+O 70E +0+0 70E +O 6OD-0 70E 7-8 0.0 0.0 0.0 00 0.0 0.0 Max +D+O 5250E +D+O 5250E +D+O 5250E D Ony +0 60D+0 70E +0 60D-0 70E 7-8 0.0 0.0 0.0 0.0 0.0 0.0 Min D Ony +0 60D+0 70E +D-0 70E +D+O 5250E +0+0 5250E +0 60D+0 70E Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 1-3 0.1624 k 0.0 ft 5.501 k-ft 28.0 ft 0.1733 k 0.0 ft max +0 60Dr070C +0-0 70C +0 Gpp+O 70E 1-3 1.198k 0.0 ft -4.853 k-ft 28.0 ft -0.1965 k 0 0 it Mln +D-U 74F +0 60p+0 70E +D-0 70E 3-4 Max O.Ok 0.0 ft 0.0 k-ft 0.0 ft 0-0 k 0.0 ft 34 Min O.0 k 0.0 ft 0.0 k-ft 0.0 ft 0.0 k 0.0 ft Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA*8163 Project Descr: Printed: 2 MAY 2019, 3:41 PM tWoNEDR1-11NEmoR-1WROJE( 1-lMOO4S-11816340-11190501-118163-FrordCanopySteelFremeec6 . 2-D Frame Software tENERCALC.INC.1,.2018,8uil�i:to.18.,2.1, Description : FRAME#3-[TORSION IRREGULARITY] Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 3-7 Max 0.1733k 0.0 ft 5.501 k-ft 0.0 ft 1.198 k 0.0 ft +p GOD-0 70E +p-0 70E +D-L 70E 3-7 I -01965k 0.0 ft -4.853 k-ft 0.0 ft I -1.198 k 18.50 ft Min ED FO 70c +0 GOD+U 7UE +D+O 70E 5-7 0.1624k 0.0 It 4.853 k-ft 28.0 ft ( 0.1965 k 0.0 ft Max +0.GOD-Q.7[1C +0 60D-0 70E I +C+).70c 5-7 Min -1 +D+p 70t.198k 0.0 f +D+O 70F +U 60.0-0 70E t -5.501 k-ft 28.0It -0.1733 k 0.0 ft 7-8 O.Ok 00ft 0.0k-ft 0.0 ft I 0.0k 0.0 ft Max 7-8 O.Ok 0.0 It 0.0k-ft 0.0 ft I 0.0k 0.0 ft Min J Member Stress Checks... stress Checks per RISC 360.10&NDS 2015 Member Section Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios Label Label Material Load Combination Ratio Status Dist (ft) I Load Combination Ratio Status Dist (ft) 1-3 ColLine 1 Steel +0.070E 0.111 PASS 28.00 +D070E 0.002 PASS 0.00 34 ColLine 1 Steel NIA 0.000 No Stress 0.00 NIA 0.000 PASS 000 3-7 BmLvl 2 Steel +D+470E 0.054 PASS 18.50 +D-o70e 0.009 PASS 0.00 5-7 ColLine 1 Steel +D+070E 0.111 PASS 28.00 +D+470E 0.002 PASS 000 7-8 ColLine 1 Steel NIA 0.000 No Stress 0.00 NIA 0.000 PASS 000 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Prinied: 2 MAY 2019. 3:41 PM 12-D Frame f&pglONEORI-iWEitiYOR-HPROJEC-118WO8-i%l63-0-w%501-lC63 FtoniCerxpy$1W:Fru--S 5oflwere oopynpht ENERCALC,INC.1983.2018,Build 1018.12.13 i.ir.1011 Description: FRAMEV-[TORSION IRREGULARITY] • X I { 0.070kif 0.070kif �_ _ X" 1 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Piinted: J MAY 2019. 6:46AM WWONMRt-tWETWOR-1tPROJEC-118 WB-1181634D-11196501-11B163-Fmnt Cmm Steel From eo6 2-D Frame Sofiwera ca ' t ENERCALC.INC 1983.2018.Buft'll).18.12.13 O Description: FRAME#1-[STIFFNESS] Joints... Joint Joint Coordinates Joint Label X Y X Translational Restraint m j Y Translational Restraint Z Rotational Restraint Te l deg✓P 8 ft 1 0.0 0.0 Fixed Fixed Fixed 0 2 0.0 13.50 0 3 0.0 28.0 0 4 0.0 40.0 0 5 18.50 0.0 Fixed Fixed Fixed 0 6 18.50 13.50 0 7 18.50 28.0 0 8 18.50 40.0 0 Members... Member p Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Pro a Label I Length I End J End Label I Joint J Joint » x y z (rotalton)I x -Y z Yaat onj 1-2 ColLine 1 1 2 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 2-3 ColLine 1 2 3 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 2-6 BmLvl1 2 6 18.500 Fixed Fixed Fixed Fixed Fixed Fixed 34 ColLine 1 3 4 12.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BmLvl2 3 7 18.500 Fixed Fixed Fixed Fixed Fixed Fixed 4-8 BmLVI3 4 8 18.500 Fixed Fixed Pinned Fixed Fixed Pinned 5-6 ColLine 2 5 6 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 6-7 ColLine 2 6 7 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 7.8 ColLine 2 7 8 12.000 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 1-2 13.500 13.500 1.00 1.00 Internal Internal 2-3 14.500 14.500 1.00 0.65 Internal Internal 2.6 18.500 18.500 1,00 0.65 Internal Internal 34 12.000 12.000 1.00 0.65 Internal Internal 3-7 18.500 18.500 1.00 0.65 Internal Internal 4-8 18.500 18.500 1.00 1.00 Internal Internal 5.6 13,500 13 500 1 00 1.00 Internal Internal 6-7 14.500 14.500 100 0.65 Internal Internal 7-8 12,000 12.000 100 0.65 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1.00 Steel 29.000.00 0.490 0.000007 46.00 Vkod 1.800.00 0.035 I 0.000000 0.00 Wood Material Data... Wood,Not Defined, Density=35.0pcf, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Bony YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= Member Sections... Prop Label Group Tag Material I Area Depth Width Ixx lyy Default 4 Group Default 1.0 inA2 0.0 in 0.0 in 1.0 in"4 1.0 in"4 HSS6x6x5l8 I CalLine 1 Steel 11.70 in"2 6.0 in 60 in 55.20 in"4 55.20 in"4 HSS6x6x518 ( CalLine 2 Steel 11.70 inA2 6.0 in 6.0 in 55.20 in"4 55.20 inA4 HSS12x6x318 I BmLvi 1 Steel 11.80 inA2 12.0 in 6.0 in 215.0 in"4 72.90 inA4 HSS12x6x318 BmLvl 2 Steel 11.80 inA2 120 in 6.0 In 215.0 in"4 72.90 in"4 HSS6x6x114 I BmLvl 3 Steel 5 240 in"2 6.0 in 6.0 in 26.60 in"4 28.60 in"4 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC, Engineer: Project ID: SDA98163 Project Descr: Printed: 3 MAY 2079�SO 8:4fiAM 2"Q Frame Itlpg1E S 0NE0Rl-tWElWOR-1{PROJE�1 �1t190601-1{B1Gi-Fmrtt(�rppyI cS !tI ENERCALC.IN t9832018, 13 i.i i RA • Description. FRAME41-[STIFFNESS] Member Point Loads.... Note: Loads labeled"Global Y"act downward(in"-Y"direction} Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 3-7 Global X O ft 1.0 k Stress/Strength Load Combinations ASCE 7.10 Load Combination Cd 0.2"Sds* Load Combination Factors Description Dead Seismic Roof live Live Snow Wind Seismic Rho Earth +D+H 0.9 10 1.0 +D+L+H 1 10 1.0 1.0 +D+Lr+H 1.25 10 1.0 1.0 +D+S+H 1.15 10 1.0 1.0 +D+0,750Lr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0.7508+H 1.15 10 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+0.70E+H 1 0.9 1.0 0.70 1.0 +D+0.750Lr+0,750L+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.7508+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.15 10 0.750 0.750 0.5250 1.0 +0.60D+0 60W+0.60H 1.6 0.60 0.60 0.60 +0 60D+0 70E+0.60H 0.9 060 0.70 0.60 Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 11,0 +D+0.750LrA.750L+H 1.0 0.750 0.750 1.0 +0+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+O 750Lr+0.750L+0.450W+H 1,0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0,450 1.0 +D+0.750L+0.7508+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0,70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1 0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019. 8:46AM iopglOPtEDRI-11NETWOR-ttPROJEC-1180r1J 8-118 163 0-1119MI-1%163-Front Canopy Steel Frame ec6 1111 2-Ell Frame So;; t Er1ERCALC.INC.1983.2018.WId:10.181213 � f 1.1 I Description: FRAME#1-[STIFFNESS] Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1-0 1.0 +D+S+H 1.0 1.0 1-0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.7508+0 450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0,60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 1.0 W Only 1.0 E Only 1.0 H Only Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label I X Y Z in in Radians 1 0.0 0.0 0 0 Max E Ony E Only 1 0.0 0.0 0.0 Min EOnl '-10 E Only'-10 2 0.5596 0.000723 0.000722 Max E Ony E Ony E Ony'-10 2 -0.5596 -0.000723 -0.000722 Min E only'-10 E Only'A0 Eony 3 07849 0000942 0.000290 Max E ony E Only E Ony'-10 3 -0.7849 -0 000942 -0.000290 Min E Ony'-10 E Ony'-10 E Only 4 0.8265 0.000942 0.000288 Max E Only E Ony E Ony'-1 0 4 -0.8265 -0.000942 -0.000288 Min Eony•-10 E Only*-10 Eony 5 0.0 0,0 0.0 Max EOny EOny'-10 5 0.0 0.0 0.0 Min E Only'-1 0 E Ony 6 0.5596 0-000723 0.000721 Max E Ony E Ony'-10 E Ony'-1 0 6 -0.5596 -0.000723 -0.000721 Min E Ony'-10 E Ony E Ony 7 0.7846 0.000942 0.000290 Max E Only E Ony'-1 0 E Ony'-10 7 -0.7846 -0.000942 -0.000290 Min E Ony'-10 E Ony E Only 8 0.8265 0.000942 0,000292 Max E Ony E Ony'-1 0 E Ony'-10 8 -0.8265 -0 000942 -0 000292 Min E Ony'-10 E Ony E Only Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019, 8:46AM 2-D Frame tapglONEDRt-114EfWOR-lTROJE6-118000-8-118163-D-11lMI-1%M-Front 08napy Steal Frame ed8 soRwse ht ENERCALC.ING 1983-2018.6uild:10.118 12 13 KVV-06011301 STRUCTURALDESIGN ASSOCIATES Description: FRAME#1-[STIFFNESS] Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft 1 0.4999 1.514 Max EOny'-10 EOny'-10 -0.4999 -1.514 Min E Only E Only 2 Max Min 3 Max Min 4 Max Min 5 0.5001 1.514 Max E Ony'-10 E Only -0.5001 -1 514 Min E Ony E Onk'-10 6 Max Min 7 Max Min 8 Max Min Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 1-2 1.059 0.3499 0.0 1.059 0.3499 4.724 Max E Only'-0 70 E Only'0 70 E Only'0 70 E Ony'-0 70 E Only'0 70 1-2 -1.059 -0.3499 0.0 -1.059 -0.3499 -4.724 Min. E Only'0 70 E Ony'-0 70 E Only'-0 TO E Ony'0 70 E Ony'-0 70 2-3 0.2994 0.3503 2.308 0.2994 0.3503 2.772 Max E Ony'-0 TO E Only'0 TO E Only'0 70 E Only'0 70 E Ony'-0 70 E Only'0 70 2-3 -0.2994 -0.3503 -2.308 -0.2994 -0.3503 -2.772 Min E Ony'0 70 E Ony'-0 70 E Ony'-O 70 E Ony•-0 70 E Ony'0 70 E Only'-0 70 2-6 0.000363 0.7601 7.032 0.000363 0.7601 7.030 Max E Ony'0 70 E Only'-0 70 E Only'-0 70 E Only'-0 70 E Only'0 70 E Only'-0 70 2-6 -0.000383 -0.7601 -7.032 -0.000363 -0.7601 -7.030 Min E Ony'-0 70 E Ony'0 70 E Ony'0 70 E Ony'0 70 E Ony'-0 70 E Ony'0 70 34 0.0 0.000190 0.002282 0.0 0.000190 0.0 Max E Ony'-0 70 E Ony'-0 70 E Only'-0 70 E Ony.0 70 E Only'0 70 E Ony'0 5250 34 0.0 -0.000190 -0,002282 0.0 -0.000190 0.0 Min E Only'0 70 E Ony'0 70 E Ony'0 70 E Ony'-0 70 E Ony'-0 70 E Only'-0 5250 3-7 0.3505 0.2994 2.769 0.3495 0,2994 2.769 flax E Ony'-0 70 E Ony'-0 70 E Ony'-0 70 E Ony'-0 70 E Ony'0 70 E Only'-0 70 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019, 8:46AM IapglONEDRI-1WETWOR-11PROJEC-118000.8-1t8169a-11190501-118163-Hoot Canopy Steel Frame.ea6 2-D Frame Software ht ENERGLC.INC.1983.2018,Build:10.18.119 Description: FRAME#1-[STIFFNESS] Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label I Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft _ 3-7 -0.3505 -0.2994 -2.769 -0.3495 -0.2994 -2 769 Min E Only'070 E Only*070 EOny*070 EOny'070 E Only`-070 E Only*070 4-8 0.000190 0.0 0.0 0.000109 0 0.0 00 Max E Only*0 70 70 4-8 -0.000190 0.0 0.0 -0,o00190 0.0 0.0 Min E Only*-0 70 5-6 1,059 0.3501 0.0 1.059 0.3501 4.726 Max EOny*070 E Only*070 E Only'-070 E Only'-070 EOny*070 5-6 -1.059 -0.3501 0.0 -1-059 -0.3501 -4.726 Min E Only*-070 E Only*-0TO E Only*070 EOny*070 E Only*-070 6-7 E Only*0 D E Only*0 0 E Only 30 0 E Ony'-0 0 E Ony*-0 70 E Only Max67 0 70 6-7 -0.2994 -0.3497 -2.304 -0.2994 -0,3497 -2.767 Min E Only*-070 E Ono*-070 EOny*-070 E Only*070 E Only'070 EOny*-070 7-8 0.0 0,000190 0-002282 0.0 0.000190 0.0 Max E Only*-070 E Only*0.70 E Only'070 E Only'070 E Only*-070 E Only--070 7-8 0-0 -0.000190 -0.002282 0.0 -0.000190 0.0 Mi^ I E Only*070 EOny*-0TO E Only*-0TO E Only*-070 E Only*070 E Only*070 Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I'Joint 1-2 1.059 k 0.0 ft 4.724 k-ft 13.50 ft 0.3499 k 0.0 ft maxE On+y'0 70 E Only`-0 70 E Only"0 70 1-2 -1.059k 0,0 ft -4.724k-ft 13.50 ft -0.3499 k 0.0 ft Mir? C Only'•U 7U E Only `0 70 E Only' U fU 2-3 0.2994k 0.0 ft 2.772 k-ft 14.50 ft 0 3503 k 0.0 ft Max �Only•U 70 E Only"-0 70 E Only'0.70 2�3 -0.2994k 0.0 ft -2,772 k-ft 14.50 ft -0.3503 k 0.0 ft Min E Only'-U 70 E Orly"U f0 E Only=-0 70 2-6 0.000363k 0.0 ft 7.032 k-ft 0.0 ft 0,7601 k 0.0 ft max F Only"-U 7U E Only -0 70 E Only`-0 7U 2-0 -0.000363 k 0.0 ft -7.032 k-ft 0.0 ft -0.7601 k 0.0 ft Mir? �Only'0 fU E Only: 0 70 F_Only`'0.70 3-4 0.0 k 0.0 ft 0.002282 k-ft 0.0 ft 0.000190 k 0.0 ft Max E Only`-0.70 E Only_-0.70 3-4 MinO.Ok 0.0 ft -0.002282 k-ft E Only 0 70 0.0ft -0.000190 k F Oniy 0 70 0.0 ft '' ' 3-7 0.3495k 0.0 ft I 2.769 k-ft 0.0 ft I 0.2994 k 0.0 ft max E Only"-U 1-0E Only=-0.70 E Only`-0 7U 3-7 -0.3495k 0.0 ft -2.769 k-ft 0.0 ft -0.2994 k 0.0 ft Min E Only*0 70F.Only'U 70E Only"0 70 4-8 0.000190 k 0.0 ft 0.0 k-ft 0-0 ft 0.0 k 0.0 It Max EOnly"-0 70 4-0 -0.000190k 0.0 ft 0.0 k-ft 0.0 ft 0.0 k 0.0 ft Mir? E Only"U 70 5-0 1,059 k 0.0 ft 4.726 k-ft 13.50 ft 0.3501 k 0.0 ft Max E On;y'-U 70 �Only 0.7U E Only`0.70 5-0 -1.059k 0.0 ft -4.726 k-ft 13.50 ft -0.3501 k 0.0 ft MinE Only`')70 E Only"0.70 t Only`-0 70 6-7 0.2994k 0.0 ft 2.767 k-ft 14.50 ft 0.3497 k 0.0 ft Max E Only ` U fU E Only'-0,70 F Only'0 70 6-7 -0.2994k 0.0 ft -2.767 k-ft 14.50 ft -0.3497 k 0.0 ft Min C Only` EQnly"070 EOnly:: UfU 7-8 I 0.0 k U70 0.0 ft 0.002282 k-ft 0.0 ft j 0.000190 k 0.0 ft Max EOnly"070 E Only`070 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019. 8:46AM 2-D Frame lapglONEDRI-11NETWOR-tIPROJEO-ION.8-1t8163-0-1119MI-118163-Front Canopy are Steel From Softw h1 ENERCALC,INC 1902018 Build•10.1812 13 t.t I Description: FRAME#1-[STIFFNESS] Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 7-8 O.Ok 0.0 ft -0.002282 k-ft 0.0 ft -0,000190 k 0.0 ft Min ' E Only" to IO E Only`-0 70 Member Stress Checks... Stress Checks per AISC 360-10&NDS 2015 Member Section Material Max.Axial+Sending Stress Ratios Max.Shear Stress Ratios Label Label Load Combination Ratio Status Dist (it) Load Combination Ratio Status Dist (ft) 1-2 ColLine 1 Steel E ony,-0 70 0.091 PASS 13.50 E ony•0 70 0,004 PASS 0.00 2-3 ColLine 1 Steel E ony'-0 70 0-053 PASS 14.50 E Only•0 70 0.004 PASS 0.00 2-6 BmLvl 1 Steel E ony•0.70 0.068 PASS 0,00 E Only"0 70 0.006 PASS 0.00 34 ColLine 1 Steel E ony•0 70 0.000 PASS 0,00 E ony 0 70 0.000 PASS 0.00 3-7 BmLVI 2 Steel E ony•0 70 0,028 PASS 0.00 E ony•0 70 0.002 PASS 0.00 4-8 BmLvl 3 Steel E Only*070 0.000 PASS 0.00 N/A 0.000 PASS 0.00 5-6 ColLine 2 Steel E ony*0 70 0.091 PASS 13,50 E ony•0 70 0.004 PASS 0.00 6-7 ColLine 2 Steel E ony*0 70 0.053 PASS 14.50 E ony•0 70 0.004 PASS 0.00 7-8 ColLine 2 Steel E ony•0 70 0.000 PASS 0.00 E ony•0 70 0.000 PASS 0.00 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019, 8:46AM 2-D Frame iWglCf4EDRt-itNET;YOR-10P OJEC-tt8000.8-1t81630-11190501-It8163-FMn1 Canopy Steel Fra.,W76 Software cop I ENERtAIC,INC 1983.2018,Build 10181213 t:t r - � • Description: FRAME#1-[STIFFNESS] E .0 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:36AM 2-D Frame topgIONEDRF-11NEIWOR-1U'RQJEC-rM -0-116IM-1t190WI-118163-Fmnt Canopy Steel Frameec6 sottwereW%&.M ENERCALC,INC.1983.2018,Buiti:1018.1213 Lic. KW 06011301 Description: FRAME#2-[STIFFNESS] Joints... Joint Joint Coordinates Joint Label ft Y X Translational Restraint Y Translational Restraint Z Rotational Restraint Temp -ftdeg F 1 0.0 0.0 Fixed Fixed Fixed 0 2 0.0 13.50 0 3 0.0 28.0 0 3b 0.0 34.0 0 4 0.0 40.0 0 5 3.50 0.0 fixed Fixed Fixed 0 6 3.50 13.50 0 7 3.50 28.0 0 8 3.50 40.0 1 p Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Property Label Length I End J End Label I Joint J Joint ft x y z (rotation_) x y z (rotation) 1-2 ColLine 1 1 2 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 1-5 BRACE 1 6 13.946 Fixed Fixed Pinned: Fixed Fixed Pinned 2-3 ColLine 1 2 3 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 2-6 BmLvl1 2 6 3-500 Fixed Fixed Fixed Fixed Fixed Fixed 3-4 ColLine 1 3 3b 6.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BmLvi 2 3 7 3.500 Fixed Fixed Fixed Fixed Fixed Fixed 3b-4 ColLine 1 3b 4 6.000 Fixed Fixed Fixed Fixed Fixed Fixed 4-8 BmLvl3 4 8 3.500 Fixed Fixed Pinned Fixed Fixed Pinned 5-6 ColLine 2 5 6 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 6-7 ColLine 2 6 7 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 7-8 ColLine 2 1 7 8 1 12.000 1 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label Lu:z ft Lu:y i K:z K:y I Cm Cb 1-2 13.500 13.500 1.00 1.00 Internal Internal 1-5 13.946 13.946 1.00 1.00 1.000 1.000 2-3 14.500 14.500 1.00 0.65 1 Internal Internal 2-6 3.500 3.500 1.00 0.65 I Internal Internal 3-4 6.000 6.000 1.00 0.65 Internal Internal 3-7 3.500 3.500 1.00 0.65 Internal Internal 3b-4 6.000 6.000 1.00 1.00 1.000 1.000 4-8 3.500 3.500 1.00 0.65 Internal Internal 5-6 13.500 13.500 1.00 1.00 Internal Internal 6-7 14.500 14,500 1.00 0.65 Internal Internal 7-8 12 000 12.000 1.00 0.65 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kof inldegr ksi Default 1.00 0.000 0.000000 1.00 Steel 29,000,00 0.490 0.000007 4600 Wood 1,800 on 0,035 0000000 0.00 Wood Material Data... Wood,Not Defined, Density=35.Opcf, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1BOOksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species= , Grade=Any, Class= Member Sections... - -- Prop Label Group Tag Material Area Depth Width Ixx lyy Default Group Default 1.0 inA2 0.0 in 00 in 1.0 inA4 1.0 InA4 HSS12x4x318 Coll-ine 1 Steel 10.40 inA2 12.0 in 4.0 in 168.0 inA4 28.90 inA4 HSS12x4x318 ColLine 2 Steel 10.40 inA2 12.0 in 40 in 168.0 inA4 28.90 inA4 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC, Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:36AM tapg%ONMRI-1WETWOR-11PROJEC-118000.8-1%1b�-0-11190501-'R8163.Front Canopy Steel Frame- 2 -D Frame Software m "ht ENERCALC.INC.1983.2018.Wlti01&1213 r.r r � • Description: FRAME#2-(STIFFNESS] Member Sections... Prop Label 7 Group Tag Material Area Depth Width hoc lyy HSS12x4x3/8 BmLvl 1 Steel 10.40 in"2 12.0 in 4.0 in 168.0 in"4 28.90 in^4 HSS12x4x3/8 BmLvl 2 Steel 10.40 in"2 12.0 in 4.0 in 168.0 in"4 28.90 in^4 HSS12x4x3/8 BmLvl 3 Steel 10.40 in"2 12.0 in 4.0 in 168.0 in"4 28.90 in"4 HSS6x6x1/2 BRACE Steel 9.740 in"2 6.0 in 6,0 in 48.30 in"4 48.30 in^4 Member Point Loads.... Note: Loads labeled"Global Y"act downward(in "-Y"direction) Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 3-7 Global X 0 it 1.0 k Stress/Strength Load Combinations ASCE 7-10 Load Combination Cd 0.2`Sds* Load Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 1.0 +D+0,75OLr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H I 1.6 1.0 0.60 1.0 +D+0.70E+H 0.9 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H ; 1.6 1,0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H I 1.15 1.0 0.750 0.750 0.5250 1.0 +0,60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +0.60D+0.70E+0.60H I 0.9 1 0.60 0.70 0.60 Automatically Apply 100%of member self-weiqht as D in the-Global Y direction. Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 1.0 1.0 1.0 +D+Lr+H +D+S+H 1.0 1.0 1.0 +D+0.75OLr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.7508+H 1.0 0 750 0.750 1,0 +D+O 60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.75OLr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.7508+0.450W+H 1.0 0.750 0,750 0,450 1.0 +D+0,750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.6250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 1.0 H Only Automatically Apply 100%of member self-weiqht as Din the-Global Y direction. Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:36AM 2-D Frame fepgtONEORh-lMTWOR-1%PROJECr1MD41-118163.D-11190501-118163•Frc d Canopy Steel Frame ec6 r 1.911 1 Softwme t ENERCALC.INC.19832018.Builti:10.18.12.13 r • Description: FRAMEfi2-[STIFFNESS] Deflection Load Combinations ASCE 7-10 Load Combination I Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0 750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 0 70 1.0 +D+0.750L+0.7508+0.450W+H 10 0.750 0 750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0 60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0 60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1 0 W Only 1.0 E Only 1.0 H Only 1.0 Automatically Apply 100%of member self-weight as D in the-Glottal Y direction. Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in In Radians 1 0.0 0.0 0.0 Max E Ony E Only 1 0.0 0.0 0,0 Min +D+H +D+H 2 0.02655 0.002115 -.0000040 Max E Dny E Only +0 60D+0 60W+0 60H 2 0.001892 -0.00070 -0.000211 Min +0 6OD+0 60W+0 60H +D+H E only 3 0.1133 0.003267 -.0000030 N1 ax E Ony E Only +0 6M+0 60W+0 60H 3 0.002379 -0.001163 -0.000268 Min +0 60D+0 60W+0 60H +D+H E Only 3b 0,1325 0.003267 -.0000020 Max E Only E Only +0 60D+0 60W+0 60H 3b 0.002560 -0,001254 -0.000267 Min +0 601)+0 600+0 60H +D+H E Only 4 0.1518 0003267 -.0000020 Max E Ony E Only +0 6OD+0 60W+0 60H 4 0.002712 -0.001294 -0.000267 Min +06013+0601N+060H +D+H EOny 5 0.0 0.0 0.0 Max +D+H +0 60D+0 60W+0 60H 5 0.0 0.0 0.0 Min E Only E Only 6 0.02648 -0.000514 -.0000030 Max E Only +0 601)+0 60W+0 60H +0 601)+0 60W+0 60H 6 0.001893 -0.004297 -0.000211 Min +0 60D+0 60W+0 60H E Only E Only -0,000793 - -_00.00020 Max E Only +0 60D+0 60W+0,;i,F +0 60D+0 60W+0 60H - - - - 7 0.002379 -0.005449 -0.000268 Min +0 60D4 60W+0 60H E Only E Only Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer Project ID SDA#8163 Project Descr: Prinled: 6 MAY 2019, 9:36AM 2-D Frame tepgO4EDRI-1WMOR-11PROJEG-n6o D -118163-D-11190501-116163-FromCanopyS1WFreme.ea6 Saftwarep2gftt ENERCALC.INC.19832018.l3UIV0.1BA2.13 r.r rr ESIGN ASSOCIATES Description: FRAME#2-[STIFFNESS] Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 8 01518 -0.000872 -.0000030 Max E Only +0 60D+0 60W+0 60H +0 600+0 60W+0 60H 8 0.002712 -0.005449 -0-000268 Min +0 60040 60W+0 60H EOny EOny Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft 1 0008292 1.832 Max +D*H +D+H -0.7136 -4.501 Min +0 601D+0 70E+0 60H +0 601)+0 70E+0 60H 2 Max Min 3 Max Min 3b Max Min 4 Max Min 5 0-01365 7-432 Max +0 60D+0 70E+0 60H +D+O 70E+H -0.008292 1.099 Min +D+H +0 60D+0 60W+0 60H 6 Max Min 7 N4ax Min 8 Max Min Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label I Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 1-2 4.298 0.02579 0-0 2.119 0.01411 0.3481 Max +0-0 70E+H +0-0 70E+H +D+H +0 60D+0 70E+0 60H +0 60D+0 70E+0 60H +0.0 70E+H 1-2 -1.832 -0.01411 0.0 -3.820 -0.02579 -0.1904 min +0 60D+0 70E+0 60H +0 6OD+0 7DE+0 60H +D+H +D-0 70E+H +0.0 70E+H +0 60D+0 70E+0 60H 1-5 3,223 0.0580 0.0 3.099 0.0580 0.0 Max +0-0 70E+H +D-0 70E+H +D+H +04 70E+H +0+0 7DE+H +D+H Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:36AM 2-Q Frame WOP ONEDRl-Ift-TWOR-i1PROJECr11800i18-1481634D-11190609-118163-Fran CermVy Steel Frame ec6 Software t ENERCALC,INC.1983-T018.l3ui1d:10.181213 Description: FRAME#2-[STIFFNESS] Licensee :STRUCTURAL DESIGN ASSOCIATES- Extreme Member End Forces Only Load Combinations giving maximum values are lister! Member"I"End Forces I Member"J"End Forces Member Label Axial Shear Moment I Axial Shear Moment k k k-ft I k k k-ft 1-5 -2.766 0.03480 0.0 -2.840 0.03480 0.0 Min +0 60D+0 70E+0 60H +O 60D+0 7UE+0 60H +D+H +O 6OD-0 70E+0 60H +0 60D+0 60W+0 60H +D+H 2-3 2.457 0.3490 2.620 1069 0.3517 2.440 Max +D-0 70E+H +0 60D+0 70E+0 60H +0 60D+0 70E+0 60H +0 60DA 70E+0 60H +D-0 70E+H +0 60D+0 70E+0 60H 2-3 -0.7616 -0.3517 -2.646 -1,944 -0.3490 -2.454 1011 A 60D+0 70E+0 60H +D-0 70E+H +D-0 70E+H +D-O 70E+H A 60D+0 70E+0 60H +D-0 70E+H 2-6 0.3631 1.364 2.330 I 0.3775 1.479 2.306 lvlax +O 60D+0 70E+0 60H +D-0 70E+H +0 6OD-0 70E+0 60H +D-0 70E+H +D+O 70E+H +O 6OD-0 70E+0 60H 2-6 -0.3775 -1.357 -2.462 ' -0.3631 -1.288 -2.499 An +D-D 70E+H +0 60D+0 70E+0 60H +D+O 70E+H +0 60D+0 70E+0 60H +0 60D-0 70E+0 60H AM 70E+H 3-4 0.4866 -0,000278 -0.003338 -0.1646 0.000695 0.004172 lWax -0 750L+0 75OS-0 5250E +0 6OD-0 70E+D 60H +0 60M 70E+0 60H +0 60D+0 70E+0 60H +0+0 70E+H +D+O 70E+H 34 0.2920 -0.000695 -0,008344 -0.2743 0.000278 0.001669 Min +0 60D+0 70E+0 60H +D+O 70E+H +D+O 70E+H +D+O T50L+0 75OS-0 5250E +0 60D-0 70E+0 60H +0 6OD-0 70E+0 60H 3-7 0.3512 1.457 2.460 0.3493 1.461 2.432 Max +0-0 70E+H +D-0 70E+H +D-0 TOE+H i +0 6OD-0 70E+0 60H +D+O 70E+H +0 60D-0 70E+0 60H 3-7 -0.3494 -1.361 -2.435 -0.3510 -1.359 -2.469 Min +0 60D+0 76E+0 60H +0 60D+O 70E+0 60H +0 60D+0 7OE+0 60H +D+O 70E+H +O 6OD-0 70E+0 60H +D+O 70E+H 3b-4 0.2743 -0.000278 -0.001669 -0.03716 0000695 0.0 Max +D+H +0 6OD-0 70E+0 60H +0 60D-0 70E+0 60H +0 60D+0 70E+0 60H +D+O 70E+H +D+O 70E+H 3b-4 0.1646 -0.000695 -0.004172 ' -0.06193 0.000278 0.0 Min +0 6OD+0 70E+0 60H +D+O 70E+H +D+O 70E+H +D+H +0 60D-0 70E+0 60H +0 60D+0 70E+0 60H 4.8 0.000695 0.06193 0.0 -0.000278 0.06193 0.0 Max +0+0 70E+H +D-H +D+H +0 6OD-0 70EA 60H +D+H +D+H 4-8 0.000278 0.03716 0.0 -0,000695 0.03716 0.0 Min +0 60D-0 70E+0 60H +0 60D+0 60W+0 60H +D+H +D+O 70E+H +O 60D+0 60W+O 60H +D+H 5-6 7.432 0.02692 0.0 4.787 0.01365 0.3634 Max +D+O 70E+H +D-0 70E+H +D+H +0 60D-0 70E+0 60H +0 600Q 70E+0 60H +D-0 70E+H 5-6 -4.501 -0,01365 0.0 -6.955 -0.02692 -0.1842 Min +O 60D-0 70E+0 60H +0 60D+0 70E+0 60H +D+H +D+O 70E+H +D-0 70E+H +O 60D+0 70E+0 60H 6-7 2.461 0.3517 2.638 1.067 0.3490 2.461 A-lax +D+O 70E+H +D+O 70E+H +D+O TOE+H +0 60D-0 70E+0 60H +0 6OD-0 70E+0 60H +D+O 70E+H 6-7 -0.7590 -0.3490 -2.625 -1.948 -0.3517 -2.436 Min +0 60D-0 7OE+0 60H +0 6OD-0 70E+0 60H +0 60D-0 70E+0 60H +D+O 70E+H +D+O 70E+H +0 60D-010E+0 60H 7-8 0.4866 0.000695 0.008344 -0.03716 -0.000278 0.0 Max +D+O 70E+H +D+O 70E+H +D+O 7OE+H +0 60D+0 70E+0 60H +0 6OD-0 70E+0 60H +D+O 70E+H 7-8 0.2920 0.000278 0.003338 -0.06193 -0.000695 0.0 Min +0 60D+0 70E+0 60H +0 60D-0 70E+0 60H +0 60D-0 70E+0 60H +D+O 70E-4i +D+O 70E+H +0 60D+0 70E+0 60H Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 1-2 2.119k 13.50 ft 0.1904k-ft 13.50ft 0.02579 k 0.0 It Max +0 60D+O 70CT0 60H +U 600+0 70E+0 60H +D-0 7GE+H 1-2 -4.298k 0.0 ft -0.3481 k-ft 13.50ft -0.01411 k 0.0 ft Min +D-0 70E+H +D-0 70F+H +n 60n+0 70F+0 80.H 1-5 3.099 k 13.946 ft -0.009703 k-ft 13.662 ft 0.0680 k 0.0 ft Max +D+O 70E-H +0 600+0,70F+0 60H +D-0 70E+H 1-5 -3,223k 0.0 ft I 0.2021 k-ft 7.115ft 0.0580 k 13.946 It Min +D-0 70F+H +D-U.7UE+H +0+0 70E+f4 2-3 1.069k 14.50 ft I 2.620 k-ft O.Oft 0.3490 k 0.0 ft Max +ii€00,0!OE�O 60H +0 600+0 70E-0 60H +0 600+0 70E+O 60H 2-3 I -2.457 k 0.0 ft I -2,646 k-ft 0.0 ft 0.3517 k 0.0 ft MID +D-0.70C+11 +?-0 70E+H +D-0 70E+H 2-6 0.3775k 0.0 ft I 2.499 k-ft 3.50 ft 1.364 k 0.0 ft Max +D-0 70F+H +D+il loE-H +D-0 7G'E+h' Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:36AM Iepg10NIDRl-I%ETWOR-11PROJEC-1180 W11B163-0-111WWI-118153-Fiord Campy Steel Freme.ec6 2=Frame Software ' ENERCALC.INC.1983.201ft,84:110.1812.13. r.r r Description : FRAME#2-[STIFFNESS] Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 2-6 -0.3631 k 0.0 ft -2.462 k-ft 0.0 ft -1.479 k 3.50 ft Min +0.GOD+0 70E r0 60H +G+0.10E+h' +D+O.70E+H 3-4 0.1646k 6.0 ft 0.001669 k-ft 6.0 I't -0.000278 k 0.0 ft Max +0 60D+0 70E+0 6011 +0 6OD-0 70E+0 50H +0 690-0.70E+0.60H 3-4 0 4866k 0.0 ft I 0.008344 k-ft 0.0 ft -0,000695 k 0.0 ft Min +D+O 750L+0 7.50S-0 5250E+H +D+O 70E+H +0+0 70E+H 3-7 0.3493k 0-0 It ( 2.469 k-ft 3.50 ft I 1.457 k 0.0 ft Max +0 6DD-0 70E+0 GUN +D+U 70E+H +D-U%JEr H 3-7 -0.3510k 0.0 ft -2.435 k-ft 0.0 ft ( 1.461 k 3.50 ft Min +D+O 70F+H +0.60D+0 70E+0 60H +D+O.70ETN 3b-4 -0.03716k 6.0 ft -0.000102 k-ft 5.633 ft -0.000278 k 0-0 ft Max +0 60D+O 70E+0 60H 1-0 60U-0 70E+0 60H +0 6OD-0 70E+0 60H 3b-0 -0,2743k 0.0 ft -0.004172 k-ft 0.0 ft -0.000695 k 0.0 ft Min +O+N +D+O 70E+f! +D+O 70E+H 4-8 -0.000278k 0-0 ft -0.00260 k-ft 0.07143 ft 0.06193 k 0.0 ft Max ,0 6OD-0.70E+0 60H +0 60D+0 60W+0.60H +DrH 4.8 -0.000695k 0.0 ft -0.05417 k-ft 1.714 ft -0.06193 k 3.50 ft Min +D+O 70E+H +D+H +D rN 5-6 4.787k 13.50 ft 0.1842 k-ft 13.50 R 0.02692 k 0.0 ft Max r0.6OD-0 70E+0 60,14 +0 60D+0 70E+0.604 +D-0 70E+H 5-6 -7.432k 0.0 ft -0.3634 k-ft 13.50 ft I 0.01365 k 0.0 ft Min +D+O 70EW FD 0 70E+H +0 60D+0 70E10 60H 6-7 1.007 k 14.50 It 2.638 k-ft 0.0 ft I 0.3517 k 0.0 R M8X r0.60D-0 70E+0 60N +0+0 70E+rl +D+O.7UE+N fi-7 -2.4fi1 k 0.0 ft I -2.fi25 k-ft 0.0 ft I -0.3490 k 0.0 ft Min +D+O 79E+H +O 60D-0 70E+0 60H +0 60-0 70F+O 601-i 7-8 -0.03716k 12.0 ft I 0 008344 k-ft 0.0 It I 0.000695 k 0.0 ft MaX +0.60D+p 70E+0.GUN +D+O 70E+H +p+p 7UE-H 7-8 -0.4866 k 0.0 ft I 0.000111 k-ft 11.755 ft I 0.000278 k 0.0 ft Min +D4-0 70E+H +0 600+0 70E-0 60H +0 6OD-0 70E+0 60H Member Stress Checks... Stress Checks per AISC 360-10&NDS 2015 Member Section Material Max.Axial+Bending Stress Ratios Max. Shear Stress Ratios Label Label I Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) 1-2 ColLine 1 Steel 40-070E+H 0.028 PASS 0.00 +D-010E+H 0.000 PASS 0.00 1-5 BRACE Steel +D-070E+H 0.018 PASS 0.00 +0+070E+H 0.001 PASS 13.95 2-3 ColLine 1 Steel 40-070E+H 0.040 PASS 0.00 +D-070E+H 0.003 PASS 0.00 2-6 BmLvI 1 Steel +D+O70E+H 0.030 PASS 3.50 +D+070E+H 0.012 PASS 3.50 3-4 ColLine 1 Steel +D+O 70E+H 0.001 PASS 0.00 +D+O 70E+H 0.000 PASS 0.00 3-7 BmLvl 2 Steel +0470E+H 0.030 PASS 3,50 +D+070E+H 0.012 PASS 3.60 3b4 ColLine 1 Steel +D+070E4H 0.001 PASS 0.00 +D+070E+H 0.000 PASS 0.00 4-8 BmLvl 3 Steel +D+O 70E+H 0.001 PASS 1.71 +D+H 0.000 PASS 0.00 5-6 ColLine 2 Steel +D+O 70E+H 0.049 PASS 0.00 +D-0 70E+H 0.000 PASS 0.00 6-7 ColLine 2 Steel +D+O 70E+H 0040 PASS 0.00 +0+070E+H 0.003 PASS 0.00 7-8 ColLine 2 Steel +D+O 70E+H 0,002 PASS 0.00 +D+O 70E+H 0.000 PASS 0.00 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:36AM 12-D Frame lapg%ONEDRi-11NETWOR-11PROJEC-IWW.8-118163.0-11t90501-118163-Front Canopy Steel home ec6 KW-06011301 llware So phl ENERCALC.INC 1983.2018,BuM 10 18 12 13 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: FRAME42•(STIFFNESS X I 1 r r Plan Review \ By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019. 8:58AM te*ON®RI--114ETWOR-15PROJEC,IWMB-11a163-0-tt190501-A8163-Frnnt Caromy Steel Frame ea' 2-D Frame Software cooyri 1rt ENERCALC INC.19832018.Build:10 18 12 13 060 r -A trASSOCIATES Description: FRAME#3-[STIFFNESS] Joints... Joint Joint Coordinates Joint Label ft ft X Translational Restrain Y Translational Restraint Z Rotational Restraint TTeemp 1 0.0 0.0 Fixed Fixed Fixed 0 3 0.0 28.0 0 4 0.0 40.0 0 5 18.50 0.0 Fixed Fixed Fixed 0 7 18.50 28.0 0 8 18.50, 40.0 0 Members.,. Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Property Length rtY Label h }End J End Label P I Joint J Joint „ x y z (rotation) x y z (rotalron) . 1-3 ColLine 1 1 3 28.000 Fixed Fixed Pinned Fixed Fixed Fixed 33 ColLine 1 3 4 12.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BmLvl2 3 7 19.500 Fixed Fixed Fixed Fixed Fixed Fixed 5-7 ColLine 1 5 7 28.000 Fixed Fixed Pinned Fixed Fixed Fixed 7-8 ColLine 1 7 8 12.000 Fixed Fixed Fixed I Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label 1 Lu:z ft Lu:y K:z K:y Cm Cb 1-3 1 28,000 28.000 1.00 1.00 1.000 1.000 3-4 12.000 12.000 1.00 0.65 Internal Internal 3-7 18,500 18.500 1.00 0.65 Internal Internal 5-7 28.000 28.000 1.00 1.00 1.000 1.000 7-8 12.000 12.000 1.00 0.65 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default ` 1.00 0.000 I 0.000000 1.00 Steel I 29.000.00 0.490 0.000007 46.00 lAlood 1,800.00 0.035 0.000000 0.00 Wood Material Data... Wood,Not Defined, Density=35.0pcf, FbT=1000psi, FbC=1000psi, Fv= 1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= Member Sections... Prop Label Group Tag Material Area Depth Width Ixx lyy Default Group Default 1.0 in"2 0.0 in 0.0 in 1.0 in"4 1.0 in"4 HSS12x6x318 BmLvI 2 Steel 11.80 in"2 12.0 in 6.0 in 215-0 in"4 72.90 in"4 HSS6x6x518 ColLine 1 Steel 11.70 in"2 6.0 in 6.0 in 55.20 in"4 65,20 in"4 Member Point Loads.... Note: Loads labeled "Global Y"act downward(in"-Y"direction) Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 3-7 Global X 0 ft 1.0 k Stress/Strength Load Combinations ASCE 7-10 Load Combination Cd 0 2kSds* Load Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1-0 +D+S+H i 1.15 1.0 1.0 1.0 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019. 8:58AM 2-D Frame IVMONEDR IVOWOR-1wROJECr1MM-8-118163.D-1119Ml-118i63•Front Campy Steel Frame.e6 SoBwae opLY&M ENERCALC,INC,1983.2018.Build:10161213 KVV-06011301 Licensee: STRUCTURAL DESIGN ASSOCIATES-- Description: FRAMEii3-[STIFFNESS] Stress/Strength Load Combinations ASCE 7-10 Load Combination Cd 0.2"8de Load Com nat on actors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+0.750Lr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0.7508+H 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+0.70E+H 0.9 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.6 10 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.15 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +0.60D+0,70E+0.60H 1 0.9 0.60 0.70 0.60 Automatically Apply 100%of member self-weiqht as D in the-Global Y direction. Reaction Load Combinations ASCE 7-101 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 10 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 060 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0,450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +1)+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 05250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1 0 Automatically Apply 100%of member self-weight as D in the-Global Y direction. Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019. 8:58AM IspaIONEDRh1WEPNOR-1WROJEG-1lB000.8-118163-0-•11190501--118163-Front Campy Steel Fr�ne.ec6 . 2-D Frame Software 1 ENERCALC.INC.19812018.Build 10 18 12.13. KW-06011301 Licensee:STRUCTURALDESIGN ASSOCIATES Description : FRAME#3-[STIFFNESS] Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 10 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1-0 1-0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 OA50 1.0 +p+0.750L+0.7508+0.5250E+H 1.0 0.750 0750 0.5250 1.0 +0.60D+0.60W+0 60H 0.60 0-60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1-0 Automatically Apply 100%of member self-weight as D in the-Global Y direction. Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in In Radians 1 0.0 0-0 0.0 Max E Ony E Ony 1 0.0 0.0 0.0 Min E Only•-1 0 +13-0 70E 3 4.289 0.001499 0.001011 Max E Only E Ony E Only*-1 0 3 -4.289 -0.002442 -0.001011 Min E Only'-1 0 +D-0 70E E only 4 4.435 0.001499 0.001011 Max E Ony E Ony E Ony*-1 0 4 -4.435 -0.002543 -0.001011 Min E Only*A 0 +0-0 70E E Only 5 0.0 0.0 0.0 Max E Ony E Ony'-1 0 5 0.0 U 0.0 Min EOnly'-10 +D+070E 7 4.289 0.001499 0.001010 Max EOny E Ony*-10 EOny*-10 7 -4.289 -0 002442 -0.001010 Min E Only*-10 +D+070E EOny 8 4.434 0.001499 0.001010 Max E Ony E Only'-10 E Only*-10 8 -4.434 -0.002543 -0 001010 Min EOny*-10 +0+070E EOny Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft t 0.50 3.023 IaX E Only*-1 0 +D-0 70E Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019. 8:58AM 2-D Frame 1epg1ONEDRI-1WETWOR-11PROJEC-118000.8-118163-D-11190501-118 1 63•FronlCanopySwelFremeec6L. S**M ht EIIERCAL,C INC 1983.2018.WHA0.1812.13 r.r r - • Description: FRAMED-[STIFFNESS] Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft -0.50 -1.514 Min E Only E Ony 3 Max Min 4 Max Min 5 0.50 3.023 Max E Ony•-10 +0+0 70E -0.50 -1.514 Min E Ony E Ony"-1 0 7 Max Min 8 Max Min Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment k _ k k-ft k k k-ft 1-3 3.023 03450 0.0 0.550 0.3583 9.661 Max +0-0 70E +0 60D+0 70E D Ony +0 60D+0 70E 4"70E +0 60D+0 70E 1-3 0.1189 -0.3583 0-0 -1-909 -0.3450 -10.033 Min +0 60D+0 70E +D-0 70E D Only +D-0 70E +0 6OD+0 70E +D-0 70E 34 0.4778 0.0 0.0 0.0 0.0 0.0 Max +0-0 5250E +D+O 70E +D+O 70E +0 60D+0 70E +D-0 70E +DA 70E 3-4 0.2867 0.0 0.0 0.0 0.0 0.0 Min +0 601)+0 70E +D-0 70E +D-0 70E +D-0 5250E +D+O 70E +D-0 70E 3-7 0.3583 1 431 10.033 03450 1 431 9.660 Max +D-0 70E +D-0 70E +D-0 70E +0 60D-0 70E +D+O 70E +0 600-0 70E 3-7 -0.3450 -0.8366 -9.661 -0.3583 -0.8366 -10-032 Min +0 6OD+0 70E +0 6OD+0 70E +0 60D+0 70E +D+O 70E +0 60D-0 70E +0+0 70E 5-7 3.023 0.3583 0.0 0.550 0.3450 10-032 Max +D+O 70E +D+O 70E D only +0 60D-0 70E +0 60D-0 70E +0+0 70E 5-7 0.1189 -0.3450 0.0 -1.909 -0 3583 -9.660 Ado A 60D-0 70E +0 60D-0 70E D Only +D+0 70E +0+0 70E +0 6OD-0 70E 7-8 04778 0.0 0.0 0.0 0.0 0.0 Max +D+O 70E +0 601)+0 70E +O 60D+0 70E +0 60D +D-0 5260E +D+O 5250E 7-8 0.2867 0.0 0.0 0.0 0.0 00 Min +0 60D +D-0 5250E +0-0 5250E +0+0 70E +0 60D+0 70E +D+O 70E Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 1-3 0.550 k 28.0 ft 10.033 k-ft 28 0 ft 0.3460 k 0.0 ft Max +0 600+0 70E +0-0 70E +0 60D F 0 70E 1-3 I -3.0231c 0.0 ft -9 661 k-ft 28.0 ft -0.3583 k 0.0 ft Min +D-0?DE +C o0C•+0?0!_ +D-0 7JE 3-4 I -0.005850 k 11.755 ft D.0 k-ft 0.0 ft 0.0 k 0.0 ft Max +0 800+t7 79E Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019. 8:58AM Z-� Frame -- IapglONEDR1~1WEIWOR-11PROJEO-IIA000.8-i16163-0-11190501-1*163-Fr nt Cat)py Steel Freme.ec6 Sohwae oort ENERCALC,INC 1983.2018,EuIId:1018.1213. ASSOCIATESLic. KVV-06011301 Licensee:STRUCTURAL DESIGN Description: FRAME#i-[STIFFNESS] Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist cram"I"Joint Shear Dist from"I"Joint 3-4 -0.4778k 0.0 ft 0.0 k-ft 0-0 ft 0.0 k 0.0 ft Min +D-D.5250E 3-7 0.3450k 0,0 ft i 10.033 k-ft 0.0 It I 1.431 k 0.0 ft Max +0 6OD-0 70E I +D-0 7OF +D-J 70E 3-7 -0.3583k 0.0 ft -9.661 k-ft r0 600+U 70E 0.0 ft I -1.431 k +D+Q 70E 18 50 ft Min �0+010L� 5-7 0.550 k 28.0 It I 9.660 k-ft 28.0 ft 0 3583 k 0.0 ft Max +0.60D-0 70E +0 60D-0 70E +D+O 70E 5-7 I 3.023k 0.0 ft I -10.032 k-ft 28.0 ft 0.3450 k 0-0 ft Min +D+O 70E +D+O.70E +0 600.0 70E 7-8 I -0.005850 k 11.755 ft 0.0 k-ft 0.0 ft 0.0 k 0.0 ft Max +0 60D 7-8 I -0.4778k 0.0 ft 0.0 k-ft O.Oft 0.0 k 0.0 ft Min +D+p 70E Member Stress Checks... Stress Checks per AISC 360-10$NDS 2015 Member I Section Material Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) 1-3 ColLine 1 Steel +0.070E 0.201 PASS 28.�00 �-070E 0.004 PASS 0.00 3-4 ColLine 1 Steel +0-05250E 0 002 PASS 0.00 N1A 0.000 PASS 000 3-7 BmLvl 2 Steel +0+070E 0 098 PASS 18.50 +o+0 TOE 0.011 PASS 1850 5-7 ColLine 1 Steel +D-+0 70E 0201 PASS 28.00 +D+0 70E 0.004 PASS 0.00 7-8 ColLine 1 Steel +D+070E 0,002 PASS 0.00 NIA 0-000 PASS 0.00 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Prinled: 3 MAY 2019, 8:58AM 2-D Frame Iapp10NEDRt-f1NMYOR-IIPROJEC-IIB000.8-118 163-D-111S0501-IV$163.FmmCanopySteelFrameecp Software copyrphl ENERCALC INC 03.201B,BLOd 10.1812 13 KVV-0601 1301 Description: FRAMEQ-[STIFFNESS] E .0 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019. 9:26AM IWONEDRI-1tNElWOR-1)PROJEC�-118000•&118163.0-11190501-1%8163-Front Carropy Steel Frame ec6 Z-D Frame Software co ' ht ENERGkLC INC 1983.2018,Bum:10.181213 . KW-06011301 Licensee:STRUCTURALDESIGN ASSOCIATES Deseripfion: FRAME#1 -[EQ DIA TORSION LOADING] Joints... Joint I Joint Coordinates Joint Label I X Y X Translational Restraint Y Translational Restraint LZ Rotational Restraint Tdeern 1 I 0.0 0.0 Fixed Fixed Fixed 0 FF 2 0.0 13.50 0 3 0.0 28.0 0 4 0.0 40.0 0 5 18-50 0.0 Fixed Fixed Fixed 0 6 18.50 13.50 0 7 18.50 28.0 0 8 18.50 40.0 0 Members..- Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Label Length I End I J End Property PertY I Joint J Joint I fl x y z rotaticnt x y z (rctahon) 1-2 ColLine 1 1 2 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 2-3 Coll-ine 1 2 3 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 2-6 BmLvl 1 2 6 18,500 Fixed Fixed Fixed Fixed Fixed Fixed 3-4 ColLine 1 3 4 12.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BmLvl2 3 7 18.500 Fixed Fixed Fixed Fixed Fixed Fixed 4-8 BmLvl3 4 8 18,500 Fixed Fixed Pinned Fixed Fixed Pinned 5.6 ColLine 2 5 6 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 6-7 Coll-ine 2 6 7 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 7-8 ColLine 2 7 8 12,000 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors RISC Bending&Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 1-2 13.500 13.500 1.00 1.00 Internal Internal 2-3 14.500 14.500 1.00 0.85 Internal Internal 2-6 18.500 18.600 1-00 0.65 Internal internal 3A 12.000 12.000 1.00 0.65 Internal Internal 3-7 18.500 13.500 1.00 0.65 Internal Internal 4-8 18.500 18.500 1.00 1,00 Internal Internal 5-6 13.500 13.500 1.00 100 Internal Internal 6-7 14.500 14.500 1.00 0.65 Internal Internal 7-8 12.000 12.000 1.00 0.65 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf inldegr ksi Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0.490 0.000007 46.00 Wood 1 000.00 0 035 0.000000 0 00 Wood Material Data... 1 Wood,Not Defined, Density=35,Opcf, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axial= 1800ksi, Species=, Grade=Any, Class= Member Sections... Prop Label Group Tag Material Area Depth Width Ixx lyy Default Group Default 1.0 inA2 0.0 in 0.0 in 1.0 in^4 1.0 in"4 HSS6x6x5f8 ColLine 1 Steel 11.70 inA2 6.0 in 6.0 in 55.20 in"4 55.20 inA4 HS86x6x5/8 ColLine 2 Steel 11-70 inA2 6.0 in 6.0 in 55.20 in"4 55.20 in"4 HSS12x6x3/8 BmLvl 1 Steel 11.80 in^2 12,0 in 6.0 in 215.0 in^4 72.90 inA4 HSS12x6x318 BmLvl 2 Steel 11.80 inA2 120 in 6.0 in 215.0 in^4 72.90 in^4 HSS6x6x114 BmLvl 3 Steel 5.240 inA2 6.0 in 60 in 28.60 in"4 28.60 in^4 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Deser: Printed: 6 MAY 20*19. 9:26AM 2-D Frame kNp ONEDRt"1WETWOR-11PRWEC-lMO-8-118163-D-11190501-118163-Front Canopy Steel Frama.ec8 Software co ht ENERCALQ INC.1983.2018,Build:10.18.12.13 I.I ensee:STRUCTURAL Description: FRAME#1-[EQ DIA TORSION LOADING] Member Point Loads,... Note: Loads labeled"Global Y"act downward(in "-Y"direction) Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 3-7 Global X O ft 3.283 k Stress/Strength Load Combinations ASCE 7.10 Load Combination Id 02118de Load Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 1.0 +D+0,750Lr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+0.70E+H 0.9 1.0 0.70 1.0 +D+0.75OLr+0.750L+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0,750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.7508+0.5250E+H 1.15 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 060 +0.60D+0.70E+0.60H 0.9 0.60 0.70 0.60 Reaction Load Combinations ASCE 7.10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0,750Lr+0,750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0 750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1,0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.760 0.450 1.0 +D+0,750L+0.750S+0.450W+H 1.0 0.760 0.750 0.450 1.0 +D+0.750L+0.7505+0.5250E+H 1.0 0.750 0,750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019. 9:26AM 2-D Frame Ieogl0NE0Rr1UlETWOR-1WROJ'cC-1?8000.8-11B163.0-�IItEIYJ?-1b163•F«�ICenopySfeelFrnmoecG soltware nI ENE RCAIC,Ir�c.1983.2018.Build`10 M i213 10020 �.1 r • • Description: FRAME#1 -[EQ DIA TORSION LOADING] Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.75OLr+0.750L+H 1.0 0.750 0.750 10 +D+0.750L+0.750S+H 1.0 0 750 0-760 1.0 +D+0.60W+H 1.0 0.60 10 +D+0.70E+H 1.0 0.70 10 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.7508+0.450W+H 1.0 0.750 0.750 0.460 1.0 +D+0.750L+0.7508+0.5250E+H 1.0 0,750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 1.0 E Only 10 H Only I Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements 7Joint Label X Y Z in in Radians 1 0.0 0-0 00 Max E Ony E Ony 1 0.0 0.0 0.0 Min EOny'-10 E Only`-10 2 1.837 0.002372 0.002371 Max E Only E Ony E Ony'-10 2 -1.837 -0.002372 -0.002371 Min E Only'-1 0 E Ony'-10 E Only 3 2.577 0.003092 0.000953 Max E Ony E Ony E Ony'-10 3 -2.577 -0.003092 -0.000953 Min E Ony'-10 E Ony'A 0 E Ony 4 2.713 0.003092 0.000947 Max E Only E Only E Ony'-10 4 -2.713 -0.003092 -0.000947 Min E ony'A 0 E ony'-10 E Ony 5 0.0 0.0 0.0 Max E Ony E Ony'-10 5 0.0 0.0 0.0 Min E ony'-10 E Ony 6 1.837 0.002372 0.002368 Max E Ony E Ony'-10 E Ony'-10 6 -1.837 -0.002372 -0.002368 Alin E Ony'-10 E Ony E Only 7 2.576 0.003092 0.000953 Max E Ony E Ony-1 0 E Ony'-10 7 -2.576 -0 003092 -0.000953 Min E Ony'A 0 E Ony E Only 8 2.713 0.003092 0.000958 Max E Ony E Only*-10 E Ony'-10 8 -2.713 -0.003092 -0.000958 Min E Ony'-10 E Ony E Ony Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#6163 Project Descr: _ Printed; 6 MAY 2019, 9:26AM 2-D Frame lapg%ONEDRI-iN1ETWOR-11PROJEO.118000.8-t18163-D-11190501-118163-Front Canopy Steel Frame-ed Software ht ENERCALC,INC.19B3.2018.Build:101B.12.13 KW-06011301 Description: FRAMEM-[Ea DIA TORSION LOADING] Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y �ft k k k 1 1 641 4.969 Max E Ony'-10 E Only'-1 D -1.641 -4.969 Min E Only E Ony 2 Max Min 3 Max Min 4 Max Min 5 1.642 4.969 Max EOny•-10 EOny -1.642 -4.969 Min EOnly E Only'A0 6 Max Min 7 Max Min 8 Max Min Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label Axial Shear Moment Axiai Shear Moment k k k-ft k k k-ft 1-2 3.478 1.149 0.0 3.478 1.149 15 510 Max E OW-0 70 E Ony'0 70 E Only'0 70 E Ony'-0 70 E Ony'0 70 1-2 -3.478 -1.149 0.0 -3.478 -1.149 -15.510 M-17 E Ony'0 70 E Ony'-0 70 E Ony'-0 70 E Ony'0 70 E Ony'-0 70 2-3 0.9828 1.150 7,577 0.9828 1.150 9.099 Max EOny'-070 E Only 1070 EOny'070 E Only"070 EOny'-070 E Only'070 2-3 -0.9828 -1.150 -7.677 -0 9828 -1.150 -9.099 Min E Ony'O 70 E Only'-0 70 E Ony•-0 70 E Ony'-0 70 E Only'0 70 E Only'-0 70 2-6 0.001192 2.495 23.087 0.001192 2.495 23.078 Max E Only'0TO EOny'-070 EOny'-070 EOny'-070 E Only'070 EOny'-070 2-6 -0.001192 -2.495 -23,087 -0.001192 -2.495 -23 078 ivlin E Ony'-0 70 E Ony'0 70 E Ony'O 70 E Ony'0 70 E Only'-0 70 E Onl 'O 70 3-4 0.0 0.000624 0.007493 0.0 0.000624 0.0 Max E Ony'-0 5250 E Ony"-0 70 E Ony'-0 70 E Ony'0 5250 E Ony'0 TO E Only'0 6250 3A 0.0 -0,000624 -0 007493 0.0 -0.000624 0.0 Vin EOny'05250 EOny•OTO EOny'O70 E Only'-06250 EOnV*-070 E Only'-05250 3-7 1.151 0.9828 9.092 1.147 0.9828 9.090 Max EOny'-070 EOnI *-070 EOnIy`-070 E Only*-070 EOnly'O70 EOny'-070 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:26AM 2-D Frame Iapg10NEDWIWErWOR-1tPROJEC .0�--1NW-8-i1B1631%19MI-118163-Front Canopy SIW Frame.ec6 Software oDpyn t EMERCALC,INC 1963.2018,Wild:10111.12.13 Description : FRAME#1-[EQ DIA TORSION LOADING] Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 3-7 -1151 -0.9828 -9.092 -1.147 -0.9828 -9.090 M;'„ E Only*070 EOny*070 EOny'O70 E Only*070 E Only*-070 E Only'070 4-8 0.000624 0.0 0.0 0.000624 0.0 0.0 Max E Only'0 70 E Ony*-0 70 4-8 -0.000624 0.0 0.0 -0.000624 0.0 0.0 Mill E Only*-0 70 E Ony'0 70 5-6 3.478 1.149 0.0 3.478 1.149 16.515 Max E Only*070 EOnly'O70 E Only'-070 E Only'-070 E Only*070 5-6 -3.478 -1.149 0.0 -3.478 -1.149 -15.515 Min EOny*-070 E Only"-070 E Only*070 E Only'070 E Only*-070 6-7 0.9828 1.148 7.563 0,9828 1.148 9.083 Max E Only'070 E Only*0TO E Only*070 E Only*-070 EOny'-070 E Only'070 6-7 -0-9828 -1.148 -7.563 -0.9828 -1.148 -9.083 Min E Only*-070 EOnly'-070 E Only'-070 E Only'070 E Only*070 E Only*-0TO 7-8 0.0 0.000624 0.007493 0-0 0.000624 0.0 Max E Only*-070 E Only 1070 E Only*070 E Only*070 E Only*-070 E Only*-0TO 7-8 0.0 -0.000624 -0 007493 0.0 -0,000624 0.0 Min EOny'070 EOny*-070 E Only*-070 E Only*-070 E Only*070 E Only'070 Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint78hear Dist from"I"Joint 1-2 3.478 k 0.0 ft 15.510 k-ft 13.50 ft 0.0 ft Max E Only"U 7C E Only"-0.70 F Only 0 701-2 -3.478k 0.0 ft -15.510k-ft 13.50 ft 0.0 ft Mtn ;=Only"-Q 7U C Oniy�0.70 E Only"-U 7U 2-3 0.9828k 0.0 ft 9-099 k-ft 14.50 ft 1.150 k 0.0 ft Max =Only r o 7Q E Only`-0 7n E Only'�70 2-3 -0.9828k 0.0 ft -9-099 k-ft 14.50 ft -1.150 k 0.0 ft Min E Only'-0 7U E Only'Q 70 E Only`-0.7U 2-6 0.001192k 0.0 ft 23.087 k-ft 0.0 ft 2.495 k 0.0 ft max E Only'-0 70 E Only'-0 70 E Only`-0.70 2-6 -0.001192 k 0.0 ft -23.087 k-ft 0.0 ft -2.495 k 0.0 ft Min Only 0 70 E Only '0 70 E Only'0 70 3 0.0k 0.0 ft 0.007493 k-ft 0.0 ft 0,000624 k 0.0 ft Max C Orny'-0 70 E Only=-0 70 3A Min E Only 0 70 F Only"0 70 0.0 k 0.0 ft -0.007493 k-ft 0.0 ft -0.000624 k 0 0 ft " 3-7 1.147 k 0.0 ft 9.092 k-ft 0.0 ft 0.9828 k 0-0 ft Max E Only'-U 7U C Oniy=-Q 70 E Only'-0.70 3-7 I -1.147 k 0.0 ft -9.092 k-ft 0.0 ft -0.9828 k 0.0 ft Min E Only"0 10 E O,,ly"0 70 E Only'0 7U 4-8 I 0.000624k 0.0 ft 0.0 k-ft 0.0ft 0.0 k 0.0 It Max E Only'-U 70 4-8 -0.000624k 0.0 It O.Ok-ft 0.0ft 0.0 k 0.0 ft Min =only`0 70 5-6 3.478k 0.0 It 15.515 k-ft 13.50 ft 1.149 k 0.0 It Max E Only '-0 70 E Only'-0 70 E Only'0 70 5-6 ( �.478k 0.0 ft -15.515k-ft 13.50 ft -1.149 k 0.0 ft Min E onry'0 70 E Only 0 70 E Only`-0 79 6-7 I 0.9828k 0.0 ft I 9.083 k-ft 14.50 ft 1.148 k 0.0 ft Max E Only'-0 70 E Only°-U 70 E Only"0 70 6-7 I 0.9828k 0.0 ft I 9.083 k-ft 14 50 ft 1.148 k 0.0 ft Min E Ooiy*0 70 E Only`0 70 E Only' 0/0 7-8 I Max O.O k 0.0 ft E Only 0 70 I 0.007493 k-ft 0.0 ft C Only'0 70 0.000624 k 0.0 ft ' Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019. 9:26AM 2-D Frame lapg%ONEDRI-1WETWOR-11PROJEO-118WO$-118163•D-t%190501-118163•Front Canopy Stwl Frarne.ec6 Soflwae fd ENERCALC.INC.1983.2018.8uildJ0.18.12.13 i,r 11301 Description: FRAMEtt1-[EQ DIA TORSION LOADING] Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 7-8 O.Ok 0.0 ft •0.007493 k-ft 0.0 ft -0.000624 k 0.0 It Min c Only=-0 70 E arly--o.70 Member Stress Checks... Stress Checks per AISC 360-10&NDS 2015 Member Section Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios Label Label Material Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) 1-2 ColLine 1 Steel E Ony• 070 0.299 PASS 13.50 E ony•0 70 0.014 PASS 0.00 2-3 ColLine 1 Steel E any•-0 70 0.173 PASS 14.50 E ony•0 70 0.014 PASS 0.00 2-6 BmLvl 1 Steel E any•0 70 0.225 PASS 0.00 E Only•0 70 0.020 PASS 0.00 34 ColLine 1 Steel E ony•a 70 0.000 PASS 0.00 E Only•0 70 0.000 PASS 0.00 3-7 BmLvl 2 Steel E Only•0 70 0.091 PASS 0.00 E Only*0 70 0.008 PASS 0.00 4-8 BmLvl 3 Steel E Only•0 70 0.000 PASS 0.00 NIA 0.000 PASS 0.00 5-6 ColLine 2 Steel E Only•0.70 0.299 PASS 13.50 E ony'0 70 0.014 PASS 0.00 6-7 ColLine 2 Stee1 E ony•0 70 0.173 PASS 14.50 E ony•0 70 0.014 PASS 0.00 7-8 ColLine 2 Steel E ony•0 70 0 000 PASS 0.0o E Ony'0 70 0.000 PASS 000 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAiTES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Dew: Printed: 6 MAY 2019, 9:26AM IV91ONEDRi-11NETWOR-IIPROJEC-118000-8-1%163•D-1%19 0 50 1-118 1 63•Front Ca Wi Sbal Framed Z-D Frame SofhM gooLphLEVERCALC,INC.1983.20t8,SuiW 10.181213 KVV-06011301 Description: FRAMEM-JEQ DIA TORSION LOADING] 0 -- — —O� X X X X x ; I 1 t - —X- 1 1 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:15AM 2'011 Frame lepglONEDRFIWETWOR-11PROJEC-1t8000.8-1181634)-11190501-t18163-Front Cswpy Steel Frame.ec6 Software b M ENERCALC.INC.1983.2018,Build:1018.12.13 KW-06011301 Description: FRAME#2-[EQ DIA TORSION LOADING] Joints... Joint Joint Coordinates Joint Label X Y X Translational Restraint Y Translational Restraint Z Rotational Restraint Tdemp 1 F 0.0 0.0 Fixed Fixed Fixed i 0 2 0.0 13.50 0 3 0.0 28.0 0 3b 0.0 34.0 0 4 0.0 40.0 0 5 3.50 0.0 Fixed Fixed Fixed 0 6 3.50 13.50 0 7 3.50 28.0 0 8 3.50 40.0 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Property Label Length I I End J End Label i Joint J Joint n x y z (rotation) x _y 2 {rolahon} 1-2 { Coll-ine 1 1 2 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 1-5 BRACE 1 6 13.946 Fixed Fixed Pinned Fixed Fixed Pinned 2-3 ColLine 1 2 3 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 2-6 BmLvl1 2 6 3.500 Fixed Fixed Fixed Fixed Fixed Fixed 3-4 ColLine 1 3 3b 6.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BmLvl2 3 7 3.500 Fixed Fixed Fixed Fixed Fixed Fixed 3b4 ColLine 1 3b 4 6.000 Fixed Fixed Fixed Fixed Fixed Fixed 4-8 BmLvl3 4 8 3.500 Fixed Fixed Pinned Fixed Fixed Pinned 5-6 ColLine 2 5 6 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 6-7 ColLine 2 6 7 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 7-8 ColLine 2 7 8 12.000 1 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 1-2 13.500 13.500 1.00 1.00 Internal Internal 1-5 13.946 13.946 1.00 1.00 1.000 1.000 2-3 14.500 14.500 1.00 0.65 Internal Internal 2-6 3.500 3.500 1.00 0.65 Internal Internal 34 6.000 6.000 1.00 0.65 Internal Internal 3-7 3.500 3.500 1.00 0.65 Internal Internal 3b-4 6.000 6.000 1.00 1.00 1.000 1.000 4-8 3 500 3.500 1.00 0.65 Internal Internal 5-6 13.500 13.500 1.00 1 00 Internal Internal 6-7 14.500 14.500 1.00 0.65 Internal Internal 7-8 12.000 12.000 1.00 0.65 Internal internal Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0.490 0.000007 46.00 Wood 1,80000 0 035 0.000000 i 0.00 Wood Material Data... Wood,Not Defined, Density=35.Opcf, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= Member Sections... Prop Label Group Tag Material Area Depth Width box lyy Default Group Default 1.0 in"2 0.0 in 00 in 1.0 in"4 1.0 in"4 HSS12x4x3/8 ColLine 1 Steel 10.40 inA2 12 0 in 40 in 168.0 in^4 28.90 in^4 HSS12x4x3/8 ColLine 2 Steel 10.40 in"2 12.0 in 40 in 168.0 in"4 28.90 in^4 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:16AM lapgtON FDRh1VJE WOR-1WROJEC-iSW6-11816n--11190501-1%8163-Front CoM Sleet Free Z-D Frame Software ENERCALC.INC.1983.2018,BuIld:10181213 KVV-06011301 Ei�censee:STRUCTURAL DESIGN ASSOCIATES Description: FRAME#2-[EQ DIA TORSION LOADING] Member Sections... Prop Label 7 Group Tag Material Area Depth Width Ixx lyy HSS12x4x3t8 BmLvl 1 Steel 10.40 in^2 12.0 in 4.0 in 168.0 in14 28,90 in^4 HSS12x4x3/8 BmLvl 2 Steel 10.40 in"2 12.0 in 4.0 in 168.0 in"4 28.90 in^4 HSS12x4x3/8 BmLvl 3 Steel 10.40 in^2 12 0 in 4.0 in 168.0 in^4 28.90 inM HSS6x6x1/2 BRACE Steel 9.740 in°2 6.0 in 6.0 in 48.30 in^4 48.30 in"4 Member Point Loads.... Note; Loads labeled"Global Y"act downward(in"-Y"direction) Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 3-7 Globa[x 0 ft 1 0.2020 k Stress/Strength Load Combinations ASCE 7-10 Load Combination Cd 0.2*Sds* Load Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H 0.9 10 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0.7508+H 115 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+0.70E+H 0.9 1.0 0.70 1.0 +D+0.750Lr+0,750L+0.450W+H 1.6 1.0 0.750 0 750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.15 1.0 0,750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.6D +0.60D+0.70E+0.60H 1 0.9 1 0.60 0.70 0.60 Automatically Apply 100%of member self-weight as D in the-Global Y direction. Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 10 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0 750 1.0 +D+0.750L+0.750S+H 10 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0,750L+0.750S+0.450W+H 1.0 0 750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0,750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 H Only 1.0 Automatically Apply 100%of member self-weight as D in the-Global Y direction Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:16AM , 2-D Frame lopg10NEDRt-1lNE1WOR-1V'ROJECr118WM-118163-D-A19050t-116163•From Carmpy Steel FrameW6 Software wpyrieht ENERCALC.INC 1983.2018,Build:10.18.12.13 KVV-06011301 Licensee:STRUCTURAL Description: FRAME42-[EQ DIA TORSION LOADING] Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1,0 1-0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0,750L+H 1.0 0,750 0.750 1.0 +D+0.750L+0.7508+H 1.0 0,750 0.750 1.0 +D+0.60W+H 1.0 0.60 10 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0,750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 10 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 1 0.60 0.60 0.60 +0.60D+0.70E+0.60H i 0.60 0.70 0.60 D Only 1.0 Lr Only 10 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Automatically Apply 100%of member self weight as D in the-Global Y direction. Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 1 0.0 0-0 0.0 Max E Onry E Ony 1 0.0 0.0 0.0 Min +D+H +D+H 2 0.006908 0.000427 -.0000040 Max +D+O 70E+H E Only +0 60D+0 6OW+0 60H 2 0.00IB92 -0.00070 -.0000430 Min +0 60DA 60W+0 60H +D+H E Ony 3 0.02288 0.000660 --0000030 Max E Ony E Onry +0 6OD+0 60W+0 60H 3 0.002379 -0.001163 -.0000540 Min +0 60DA 60W+0 60H +O+H E Only 3b 0.02677 0-000660 -.0000020 Max E Only E Ony +0 60D+0 60W+0 60H 3b 0.002560 -0.001254 -.0000540 Min +0 60D+0 60W+0 60H +D+H E Only 4 0.03066 0.000660 -.0000020 Max EOny EOnI +060D+06OW4060H 4 0.002712 -0.001294 -.0000540 Min +0 60D+0 60W+0 60H +D+H E Ony 5 0.0 0.0 0 0 Nlax +D+H +0 60D+0 60W+0 60H 5 0.0 0.0 0.0 l Min E Only +D+O 70E+H 6 0.006899 -0 000514 -.0000030 Max +D+O 70E+H +O 60D+0 60W+0 60H +0 601)+0 60W+0 60H 6 0.001893 -0 001464 -.0000430 Min +0 60D+0 69WQ 60H +D+O 70E+H E Only -7 0702287 -0 000793 - 000020_ Max E Only +0 60D+0 60W+0 60H +0 60M 60W+0 60H 7 0.002379 -0.002092 -.0000540 Min +0 60D+0 60W+0 60H +D+O 70E+H E Only Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:16AM lWg10NEDRl-11NETWOR-i PROJEC-118000.8-�1t8163.0-11i9050'l-118163-Front CuM Steel Freme.%6. 2-D Frame Software ht ENEROALC.INC.19832016.11at W.18.1213 KVV-06011301 Description: FRAIVIE#2-[EQ DIA TORSION LOADING] Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 8 0-03066 -0 000872 -.0000030 Max E Only *0 601)+0 60W+0 60H +4 601)+O 60W+0 60H 8 0.002712 -0.002223 -.0000540 Min 4 60D+0 6OW+0 60H +DA 70E+H E Onk Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft 1 0.008292 1.832 Max +D+H +D+H -0.1402 -0.03173 Min 4�3 60D+0 70E+0 60H A 600+0 70E+0 60H 2 Max Min 3 Max Min 3b Max Min 4 Max Min 5 -0.001213 2.964 Max +0 6013+0 70E+0 60H i0+0 70E+H -0.008292 1.099 Min +D+H +0 64D+0 60WA 60H 6 Max Min 7 Max Min 8 Max Min Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label I Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 1-2 2.098 0.01103 0.0 -0 08119 -0.000645 D.1489 Max +0.010E+H +0-0 70E+H +O+H +0 60D+0 70E+0 60H +A 60D+0 70EA 60H +D-0 70E+H 1-2 0.3678 0.000645 0 0 -1.620 -0.01103 0.008707 +d 60D+0 70E+0 60H +0 6004 70E+0 60H +D+H +0-0 70E+H +0-0 70E+H +0 60D+0 70E+0 60H 1-5 0.6791 0.0580 0.0 0.7549 0.0580 0.0 Max +D-0 70E+H +D+H +O+H +0+0 70E+H +D+4 70E+H +D+H Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:16AM 2-D Frame Iepg10NEDR1-11NETWOR-11PROJEC-IW00.6-1W163•D-11190501-118163-Front Canopy Steel Frame ec6 SottwareoDWightElERCALC.INC.1983.2018.1121WH:10 W213 �.r r Description: FRAME#2-[EQ DIA TORSION LOADING] Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I "End Forces I Member"J"End Forces Member Label Axial Shear Moment 1 Axial Shear Moment k k k-ft k k k-ft 1-5 -0.4218 0.03480 0.0 -0.4963 0.03480 0.0 Mir, +0 6013+0 70E+0 60H +0 60D+0 70E+0 60H +D+H +0 6OD-0 70E+0 60H +0 600-0 70E+0 60H +D+H 2-3 1.342 0.06969 0:5215 -0.04556 0.07238 0.4890 Max +D-0 70E+H +0 60D+0 70E+0 60H +0 60DA 70E+0 60H +0 60D+0 70E+0 60H +0-0 TOE+H +O 60D+O 70E+0 60H 2-3 0.3534 -0.07238 -0.5472 -0.8286 -0.06969 -0.5023 Mill +O 60D+O 70E+0 60H +D-0 70E+H +D-0 70E+H +D-0 70E+H +0 60D+O 70E+0 60H +D-0 TOE+H 2-6 0.06904 0.2786 0.4313 0.08342 0.3945 0.4082 Max +O 60D+0 70E+0 60H +D-0 70E+H +0 60D•0 7OE+0 60H +D-0 70E+H +D+O 70E+H +0 60D-0 7CE+0 60H 2.6 I -0.08342 -0.2723 -0.5632 -0.06904 -0.2027 -0,6009 Min i +13-0 70E+H +0 60D+0 70E+0 60H +D+O 70E+H +0 6OD+0 70E+0 60H +0 60D-0 70E+0 60H +D+O TOE+H 3-4 V 0.4866 -0.000348 -0.004170 -0.1646 0.000626 0.003756 Max +'+0 750L+0 75OS-0 5250E +0 60D-0 70E+0 60H +0 60D-0 70E+0 60H +0 60DA 70E+0 60H +D+O 70E+H +D+O 70E+H 3-4 0.2920 -0.000626 -0.007512 -0.2743 0.000348 0.002085 Agin A 60D+O 70E+0 60H +D+O 70E+H +D+O 70E+H +D+O 750L+0 75OS-0 5250E +0 60D-0 70E+0 60H +0 6OD-0 70E+0 60H 3-7 0.07179 0.3420 0.5094 0.07004 0.3464 0.4802 Max +D-0 70E+H +D-0 70E+H +D-0 70E+H +0 6OD-0 70E+0 60H +D+O TOE+H +O 60D-0 70E+0 60H 3-7 -0.07007 -0.2464 -0.4844 -0.07176 -0.2438 -0.5174 Mir, +0 60D+0 7OE+0 60H +0 60D+0 70E+0 60H +0 60DA 70E+0 60H +D+O 70E+H +0 600-0 70E+0 60H +D+O 70E+H 3b-4 0.2743 -0.000348 -0.002085 -0.03716 0.000626 0,0 Max +D+H +0 6OD-0 70E+0 60H +0 60D-0 70E+0 60H +0 601)+0 70E+0 60H +D+O 70E+H +D+O 750L+0 75OS+0 5250E 3b-4 0.1646 -0.000626 -0.003756 -0.06193 0.000348 0.0 'Wrl +0 6OD+0 70E+0 60H +D+O 70E+H +D+O 70E+H +D+H +0 60D-0 70E+0 60H +D-0 70E+H 4-8 0.000626 0.06193 0.0 -0.000348 0.06193 0.0 Mox +D+O 70E+H +D+H +D+H +O 6OD-0 70E+0 60H +D+H +D+H 4-8 0.000348 0.03716 0.0 -0.000626 0.03716 0.0 ;Ohl +0 6OD-0 70E+0 60H +0 60D+0 60W+0 60H +D+H +D+O 70E+H +0 60D+0 60W+0 60H +D+H 5-6 2 964 0.01205 0.0 0.3184 -0.001213 0-1627 Max +D+O 70E+H +D-0 70E+H +D+H +O 600-0 70E+0 60H +0 60D+0 70E+0 60H +D-0 70E+H 5-6 -0.03173 0-001213 0.0 -2.486 -0.01205 0.01638 lvlin +0 60D-0 70E+0 60H +0 60D+0 70E+0 60H +D+H +D+O 70E+H +D-0 70E+H +0 60D+0 70EA 60H 6.7 1.346 0.07238 0-5397 -0 04816 0.06969 0.5098 Max +D+O 70E+H +D+O 70E+H +D+D 7DE+H +0 6OD-0 70E+0 60H +0 6OD-0 70E+0 60H +D+O 70E+H 6-7 0.3560 -0.06969 -0.5262 -0.8329 -0.07238 -0.4844 Min +0 60D-0 70E+0 60H +0 60D-0 70E+0 60H +0 6OD-0 70E+D 60H +D+O 70E+H +D+(I 70E+H +0 60D-0 70E+0 60H 7-8 0.4866 0.000626 0.007512 -0.03716 -0,000348 0.0 Max +D+O 70E+H +D+O 70E+H +0+0 70E+H +O 60D+0 70E+0 60H +0 60D-0 70E+0 60H +D+O 750L+0 750S+0 5250E 7-8 0.2920 0.000348 0.004170 -0.06193 -0.000626 0.0 lvlin, +0 60D+0 70E+0 60H +0 60D-0 70E+0 60H +0 6OD-0 70E+0 60H +D+O 70E+H +0+0 70E+H +0 6OD-0 70E+0 60H Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist(ram"P'Joint Shear Dist from"I"Joint 1.2 -0,08119k 13.50 ft -0.000178 k-ft 0.2755 ft 0.01103 k 0.0 ft Max +0.60D+O 70E+0 60H +0 60D+0 70E+0 60H +0-0 70E 04 1-2 -2.098k 0.0 ft -0.1489 k-ft 13,50 ft 0,000645 k 0.0 ft Min +0-0 70EYH +f)-U 70E-+H +0 60.0+0 70E+0 60H 1-5 0.7549k 13.946 ft -0.009703 k-ft 13.662 ft 0.0580 k 0.0 ft Max +D+O 70E+H +0 600+0 70F+0 60H r Z i H 1-5 -0.8791 k 0.0 ft -0 2021 k-ft 7.115 ft -0.0560 k 13.946 ft Min +0-0 70E+H +D+H +D+0.70E+H 2-3 -0.04556 k 14.50 ft 0 5215 k-ft 0.0 ft 0.06969 k 0.0 ft Max +0 60D r u IOE+U 69H =O 60+0 70EO 60214 +0 600+0 70E-0 E0H 2-3 i -1.342 k 0.0 ft -0.5472 k-ft 0 0 ft -0.07238 k 0.0 ft Min +U-u.70E+f i +D 0 70E+14 +D-0 70E FH 2-6 I 0.08342 k 0.0 ft 0.6009 k-ft 3.50 ft 0.2786 k 0.0 ft Max I �f'-0 70F+h +D+O 70E+P +0-0 79E+I i Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:16AM lapg%ONEDRI-1WEfWOR-11PROJEC-118000 il$163 D�11190501-11t1163-Front Omopy Steel I'mmew6 2-D Frame SdtwveccqXIiqhtENERCALC.INC.19n2018.Wid:10.16.12.13 i. F Description FRAMEV-[EQ DIA TORSION LOADING] Extreme Member Forces Only Load Combinations giving maximum values are listed M mbr Lak�el Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 2-6 -0.06904k 0.0 ft -0.5632 k-ft 0.0 it -0.3945 k 3.50 ft Min +0 60D+U 70E+0 60H *D+0 70E+H +D+O 70E+H Sal -0.1646k 6.0 ft -0.002085 k-ft 6.0 ft -0.000348 k 0.0 ft Max +0 60D+0 70F+O 60H +0 600-010E+0 F.OH +0 6OD-0 70F+0.60H 34 -0.4866k 0.0 ft -0.007512 k-ft 0 0 1t 0.000626 k 0 0 ft Min +D+O 750L+0.750S-0 5250EFH +D+O 70E+H +p+o 70E+H 3-7 0.07004k 0.0 ft 0.5174 k-ft 3.50 it 0.3420 k 0.0 ft Max +0 60D-0 70E+O 60N +D+O 70E+H +D-O 7UE+;-1 3-7 -0.07176k 0.0 ft -0.4844 k-ft 0.0 ft -0.3464 k 3.50 ft Min +D+U 10EFH FO 60D+o 70E+0 60H FD+O 70E4; 3b-4 -0.03716 k 6.0 ft -0.000128 k-ft 5.633 ft -0.000348 k 0.0 ft Max +0.60D+U 70E+0 0 r +0 6OD-0 70E+0 60P +0 6OD-0 70E+0.601! 3b-4 -0.2743k 0.0 ft -0.003756 k-ft 0.0 ft -0,000626 k 0.0 ft Min +D,F +D+O 70E+H +D+O 70E+H 4-8 -0.000348k 0.0 ft -0.00260 k-ft 0.07143ft 0.06193 k 0.0 ft Max +O 6OD-010E+0 60H +0 60D+0 60W+0 60H +D+H 4-8 -0,000626 k 0.0 ft -0.05417 k-ft 1.714 ft -0.06193 k 3.50 ft Min +D+U 7UF_+H +D+N +C+H 5-6 0.3184k 13.50 R 0.000334 k-ft 0.2755 ft 0.01205 k 0.0 ft Max F0 600-0 YOEFo 60H 10 60D+0 70E10 6O.H iD 0 MEnH 5-6 -2.964k 0.0 ft 0.1627 k-ft 13.50ft 0.001213 k 0.0 ft Min +D+O 70E+H +D-0 70E+H +0 600+0 70E+0 60!1 6-7 -0.04816k 14.50 ft 0.5397 k-ft 0.01t 0.07238 k 0.0 ft max +0 60D-0 70E+0 60H 0.0 70E+H 0.0 70E+�` 6-7 -1.346 k 0.0 ft -0.5262 k-ft 0.0 ft -0.06969 k 0.0 ft Min +D+O 70E+H +0 600-0 70E+0 60,L! +U 6OD-0 70E+0 60H 7-8 i -0.03716 k 12.0 ft 0.007512 k-ft 0.0 it 0.000626 k 0.0 ft Max +0 6on+o 7oF+o 6oH +D+o 7oF+H +D+o 70E+H 7-8 I 0.4866k 0.0 R I 0.000145 k-ft 11.755ft 0.000348 k 0.0 it Min +D+O 70EFH FD-0 MEFH FO 601-0/OEW 60H Member Stress Checks... Stress Checks per Al SC 360-10&NDS 2015 Member Section Material Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) 1-2 ColLine 1 Steel +D-070E41 0.014 PASS 0.00 40.070E+H 0.000 PASS 0.00 1-5 BRACE Steel +D-070E+H 0.006 PASS 6.55 +0+070E+H 0.001 PASS 13.95 2-0 ColLine 1 Steel +D-070E+H 0.011 PASS 0.00 +0-0 70E+H 0.001 PASS 0.00 2-6 I BmLvl 1 Steel +D+070E+H 0.007 PASS 3.50 +C+070E+H 0,003 PASS 3.50 34 ColLine 1 Steel +D+070E+H 0.001 PASS 0.00 +D+o70E+H 0.000 PASS 0.00 3-7 BmLvI2 Steel 40470E+H 0.006 PASS 3.50 +D+a70E+H 0.003 PASS 3.50 3b-4 ColLine 1 Steel +0+070E4H 0.001 PASS 0.00 +0+070E+H 0.000 PASS 0.00 4-8 BmLvi 3 Steel +D+O 70E+H 0.001 PASS 1.71 +D+H 0.000 PASS 0.00 5-6 1 ColLine 2 Steel +D+o70E+H 0.020 PASS 0.00 +0.070E+H 0.000 PASS 0.00 6-7 ColLine 2 Steel +M 70E+H 0.011 PASS 0.00 +D+O 70E+H 0.001 PASS 000 7-8 I ColLine 2 Steel +D+070E+H 0.001 PASS 0.00 +0+070E+H 0.000 PASS 0.00 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Printed: 6 MAY 2019, 9:16AM 2-D Frame L"Wt4EDRi-1WE7WOR-11PRO,IEC-IWW4-118163-D-RI9Ml-118163•From C&vPY Steel freme,%6 Software ENERCAI.C.INC 1983.2018,Build-1018 12 13 KW-06011301DESIGN ASSOCIATES Descriplion: FRAME#2-IEQ DIA.TORSION LOADING] E(0 20 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019,12:17PM IMOONEDRI-11NETWOR-ITROJEC-119000.8-11A163-0-11190501--1*163-Front Canopy Steel Fteme_ec6 is 2-D Frame Software t ENERCALC.INC.1983-2018,80d:1018 I t3 • Description: FRAME#3-[EQ DIA TORSION LOADING] Joints... Joint Joint Coordinates Joint Label X YY X Translational Restraint Y Translational Restraint Z Rotational Restraint Ternp deg I- 0.0 0.0 Fixed Fixed Fixed 0 3 0.0 28.0 0 4 0.0 40.0 0 5 18.50 0.0 Fixed Fixed Fixed 0 7 18.50 28.0 0 8 18.50. 40.0 0 Members... Member I Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Label Property Label I Joint J Joint I Length i x I End z (rolalion) x J End z (rotallonl 1-3 ColLine 1 1 3 28.000 Fixed Fixed Pinned Fixed Fixed Fixed 3-4 ColLine 1 3 4 12.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BmLvl2 3 7 18.500 Fixed Fixed Fixed Fixed Fixed Fixed 5-7 ColLine 1 5 7 28.000 Fixed Fixed Pinned Fixed Fixed Fixed 7-8 ColLine 1 7 8 12.000 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member I Unbraced Lengths I Slenderness Factors AISC Bending&Stability Factors Label 1 Lu:z ft Lu:y K:z K:y Cm Cb 1-3 28.000 28.000 1.00 1.00 1.000 1.000 34 ` 12.000 12.000 1.00 0.65 Internal Internal 3-7 I 18.500 18.500 1.00 0.65 Internal Internal 5.7 28.000 28.000 1.00 1.00 1.000 1.000 7.8 I 12.000 12.000 1.00 0.65 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0.490 0.000007 46.00 V1100d 1.800.00 0.035 0.000000 0.00 Wood Material Data... Wood,Not Defined, Density=35.Opcf, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1 B00ksi, E Axial=1800ksi, Species=, Grade=Any, Class= Member Sections... Prop Label Group Tag Material Area Depth Width Ixx lyy Default Group Default 1.0 in"2 0.0 in 0.0 in 1.0 in^4 1.0 in"4 HSS12x6x5/16 BmLVI 2 Steel 9.920 inA2 12.0 in 6.0 in 184.0 in"4 62.80 inA4 HSS6x6x5/8 ColLine 1 Steel 11.70 inA2 6.0 In 6.0 in 55.20 inA4 55.20 inA4 Member Point Loads.... Note: Loads labeled"Global Y"act downward(in"-Y"direction) Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 3-7 Global X 0 it 0.650 k Stress/Strength Load Combinations ASCE7-10 Load Combination Cd 0.2*Sde Load Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 10 1.0 +D+S+H 1.15 1.0 1.0 1.0 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019,12:17PM 2-D Frame fepglONEDRI-IV4EnVOR--IIPROJEG118000}8I8163-0-1119D501-118163 FFronl Campy Steel Frame.em' Sol%ate eopyngM ENERCALC,INC.1983-2018,Build: i Description: FRAME#3-iE0 DIA TORSION LOADING] Stress/Strength Load Combinations ASCE 7-10 Load Combination Cd 0.2•Sde Load Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+0.750Lr+0.750L+H 1.25 i 1.0 0.750 0.750 1.0 +D+0.750L+0.7508+H 115 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 060 1.0 +D+0.70E+H 0.9 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.6 1.0 0.750 0,750 0,450 1.0 +D+0.750L+0.7505+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.7508+0.5250E+H 1.15 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 1,6 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.9 0.60 0.70 0.60 Automatically Apply 100%of member self-weight as D in the-Global Y direction. Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0 750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0,750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.7508+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0,7508+0.5250E+H 1.0 0.750 0,750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 10 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Automatcally Apply 100%of member self-weight as D in the-Global Y direction Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019,12:17PM *91ONEDRI-ltNETWOR-11PROJEC-118000.8-11816340-11190501-118163-Front CoM Sleet Frame.wfi 1111 2-D Frame sortwwe cMptl ENERCALC.INC.1983.2018.BuIId:10.18.12.13 KVV-06011301 Description: FRAME#3-[EQ DIA TORSION LOADING] Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +,D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 10 0.750 0.750 0.450 1.0 +D+0.750L+0-7508+0,450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0-5250E+H 1.0 0.750 0-750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Automatically Apply 100%of member self-weiqht as 0 in the-Global Y direction. Extreme Joint Displacements only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 1 0.0 0.0 0.0 Max E Ony E Ony 1 0.0 0.0 0.0 Min E Only'-10 +D-0 70E 3 2.825 0.000974 0.000766 Max E Ony E Only E Ony'-1 0 3 -2.625 -0.002016 -0.000766 Min E Ony'-10 +D-0 70E E Ony 4 2.935 0000974 0,000766 Max E Ony E Ony E Ony'-1 0 4 -2.935 -0.002118 -0.000766 Min E Only*-10 +D-0 70E E Ony 5 0.0 0.0 0.0 Max E Ony E Ony'-10 5 0.0 0.0 0.0 Min E Ony'-10 +D+070E 7 2.824 0.000974 0.000766 Max E Ony E Ony'A 0 E Only'-10 7 -2.824 -0.002016 -0.000766 Min EOnly'-10 +D+070E EOny 8 2.935 0.000974 0.000766 Max EOnly E Only*-10 E Only*-10 8 -2.935 -0.002116 -0,000766 Min E Ony'-10 +04 70E E Only Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft 1 0.3250 2593 Max EOny'-10 +0-070E Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019,12:17PM 2-D Frame I"IONEDRI-11NSWOR-11PROJEC.-I M-8-1161E3,-D-11190501-1%163-Front Campy 51881 Fmme.ec6 . Subme 21eliphl ENERCALC.INC 1983-2016,Build!10 18.12.13- I Lic.#:KW-06011301 Description: FRAME#3-[EQDIA TORSION LOADING] Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft -0.3250 49838 Min E Ony E Only 3 Max Min 4 Max Min 5 0.3250 2.593 Max E Only'-10 +D+O 70E -0.3250 -0.9838 Min EOnl E Only*-1D 7 Max Min 8 Max Min Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment k k _ k-ft k k k-ft 1-3 2.593 0 222_8 0 0 02147 0.2354 6 238 Max +D-0 70E +O 60D+0 70E D Ony +0 60D+0 70E +0-0 70E +0 60D+0 70E 1-3 0.4542 -0.2354 0.0 -1479 -0.2228 -6,591 Q.-P +0 6OD+0 70E +D-0 70E D Ony +D-0 70E +0 60D+0 70E +D-0 70E 3-4 0.4778 0.0 0.0 0.0 0.0 0.0 Iviax +D+O 5250E +0 6OD-0 70E +0 60D-0 70E +D-0 70E +D+O 70E +0 6OD-0 70E 3-4 0.2867 0.0 0.0 0.0 0.0 0.0 1&.1) +0 60D +D+O 70E +D+O 70E +0 60D-0 70E +0 6OD-0 70E +D+O 70E 3-7 0.2354 1.001 6.591 0.2228 1.001 6.237 Max +D-0 70E +D-0 70E +D-0 70E +0 60D-0 70E +D+O 70E +0 6OD-0 70E 3-7 -0.2228 -0.5013 -8.238 -0.2354 -0.5013 -6,590 Mau +0 60D+0 70E +O 60D+0.70E +0 601)+0 70E +D+O 70E +0 6OD-0 70E +D+O 70E 5-7 2.593 0.2354 0.0 0.2147 0-2228 6.590 Max +D+O 70E +D+O 70E D Only +0 6OD-0 70E +0 6OD-0 70E +D+O 70E 5-7 0-4542 -0.2228 0.0 -1.479 -0.2354 -6.237 i'lirr +0 6OD-0 70E +0 60D-0 70E D Ony +04 70E +0+0 70E +0 6OD-0 70E 7-8 0.4776 0.0 0.0 0.0 0.0 0.0 Max +D+O 70E +0 60D-0 70E +0 60D-0 70E +D-0 70E +0 600+0 70E +0 60D-D 70E 7-8 0.2867 0.0 0.0 0.0 0.0 0.0 UP? +0 6OD-0 70E +0 601)+0 70E +0 60D+0 70E +D+O 70E +0 6OD-0 70E +0 60D+0 70E Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 1-3 0.2147 k 28.0 It 6.591 k-ft 28.0 ft 0.2228 k 0.0 ft Max +0 600+0 70C +0-0 70E- +U 60D-0 70E 1-3 -2.603k 0.0 ft -6.238 k-ft 28.0 ft -0.2354 k 0.0 It Min +0-0 70;- +o 600r0 70F +i)-f)/(1F- 3-4 -0.005850 k 11.755 R 0.0 k-ft 0.0 ft 0.0 k 0.0 it Max 0 sua� Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019,12:17PM lepgtONEDRI-IWETWOR-11PROJEC-ri8000.8-118163-D-11190501-118163•from CwWy Stael Frema ec6 2-D Frame Sol ve 1 ENERCALC.INC 1983.2018.Buit1:101812.13 i.iASSOCIATES. Description : FRAME#3-[EQ DIA TORSION LOADING] Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist tam 7'Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 3-4 -0.4778k 0.0 R 0.0 k-ft 0.0 ft 0-0 k 0.0 R Min �D+O 5250E 3-7 0.2228k 0.0 ft 6.591 k-ft 0.0 ft 1.001 k 0 0 ft Max rC 6CD-0 70E +D-0 70E +D-O 70E 3-7 -0.2354k 0.0 ft -6.238 k-ft 0.0 ft -1.001 k 18.50 ft Min +D+O 70F +0 60D+0 70E +D+O 70E 5-7 0.2147k 28.0 ft 6.237 k-ft 28.0 ft 0.2354 k 0.0 ft max +0 60D-0 70E +0 GOD-0 70E +D+O 70E 5-7 -2.593 k 0.0 ft -6.590 k-ft 28.0 ft 0.2228 k 0.0 ft Min +D+O 70-F +D+O 70F_ +0 6OD-0 70E 7-8 0.005850 k 11.765 ft 0.0 k-ft 0.0 R 0.0 k 0 0 ft Max 0600-0 70E 7-8 -0.4778k 0.0 ft 0.0 k-ft 0.0 ft 0.0 k 0.0 ft Min +D+O 70E Member Stress Checks... Stress Checks per AISC 360-10&NDS 2015 Member Section Max.Axial+Sending Stress Ratios Max.Shear Stress Ratios Label Label Material 70w Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) 1 ColLine 1 Steel +0.0 70E 0.134 PASs 26.00 +0-0 70E 0.003 PASS 0.00 3-4 ColLine 1 $feel +D+a 5250E 0.002 PASS 0.00 NIA 0.000 PASS 0.00 3-7 13mLvI 2 Steel +0+0 70E 0.076 PASS 18.50 +0-0 70E 0.009 PASS 0.00 5-7 ColLine 1 Steel +D+O 70E 0.134 PASS 28.00 +0+0 70E 0.003 PASS 0.00 7-8 ColLine 1 Steel +DA 70E 0.002 PASS 0.00 N/A 0.000 PASS 0.00 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 MAY 2019,12:17PM 2-D Frame idpglOtIEORi-1tnERVOR-11PROJEC-1180008-118163•D-11190501-tt81ti3-Rom CenopyStoalksmai:6 Solmm copyright ENERCALC.INC 1983.2018.BwW 101812 13 I.1 ISTRUCTURAL Description: FRAME#3-[EQ DIA TORSION LOADING] X I E( 5 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC_ Engineer: Project ID. SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:54AM Iapg10NEDRI-iWEfWOR-11PROJEC-N8000.8-118163-D-11190501-118163-Front Canopy Steelftwo.90 2-D Frame SoN2LLow&t ENERCALC.INC.19812018 Buik1:10.i8.1213 KVV-06011301 Licensee:STRUCTURAL rr Description: FRAME#1-[SERVICE LEFT TO RIGHT LOADING] Joints... Joint Joint Coordinates - Joint Label R ft Tern X Translational Restraint Y Translational Restraint Z Rotational Restraint Te --- degiP 1 0.0 0.0 Fixed Fixed Fixed 0 2 0.0 13.50 0 2A 0.0 7.0 0 213 3.0 13.50 0 3 0.0 28.0 0 4 0.0 40.0 0 5 18.50 0.0 Fixed Fixed Fixed 0 6 18.50 13.50 0 6A 18.50 7.0 0 6B 15.50 1350 0 7 18.50 28.0 0 8 1 18.501 40.0 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Label Property Label I Joint J Joint Lenrgth x I End z rotation) x J End z (rolanocl 1-2 ColLine 1 1 2A 7.000 Fixed Fixed Pinned Fixed Fixed Fixed 2-213 BmLvl1 2 213 3.000 Fixed Fixed Fixed Fixed Fixed Fixed 2-3 ColLine 1 2 3 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 2A-2B BRACE 2A 2B 7.159 Fixed Fixed Pinned Fixed Fixed Pinned 2A-3 ColLine 2 2A 2 6.500 Fixed Fixed Fixed Fixed Fixed Fixed 2B-6B BmLvl 1 2B 6B 12 500 Fixed Fixed Fixed Fixed Fixed Fixed 3-4 ColLine 1 3 4 12.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BmLvl2 3 7 18.500 Fixed Fixed Fixed Fixed Fixed Fixed 4-8 BmLvl3 4 8 18.500 Fixed Fixed Pinned Fixed Fixed Pinned 5.6 ColLine 2 5 6A 7 000 Fixed Fixed Pinned Fixed Fixed Fixed 6-6A ColLine 2 6A 6 6.500 Fixed Fixed Fixed Fixed Fixed Fixed 6-7 ColLine 2 6 7 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 613-6 BmLvl2 6B 6 3.000 Fixed Fixed Fixed Fixed Fixed Fixed 6B-6A BRACE 6B 6A 7.159 Fixed Fixed Pinned Fixed Fixed Pinned 7-8 1 ColLine 2 7 8 12.000 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors RISC Bending&Stability Factors Label Lu:2 ft Lu:y K:z K:y Cm Cb 1-2 7.000 7.000 1.00 1.00 Internal Internal 2-213 3.000 3.000 1.00 0.65 1.000 1.000 2-3 14.500 14.500 1.00 0.65 Internal Internal 2A-213 7.159 7.159 1.00 0.65 1.000 1.000 2A-3 6.500 6.500 1.00 0.65 1.000 1.000 2B-6B 12.500 12.500 1.00 0.65 1.000 1.000 3-4 12.000 12.000 1.00 0.65 Internal Internal 3-7 18.500 18.500 1.00 0.65 Internal Internal 4.8 18.500 18.500 1.00 1.00 Internal Internal 6.6 7.000 7.000 1.00 1.00 Internal Internal 6-6A 6.500 6.500 1.00 0.65 1.000 1.000 6-7 14.500 14 500 1.00 0.65 Internal Internal 6B-6 3 000 3.000 1.00 065 1.000 1.000 6B-6A 7.159 7.159 1.00 0.65 1.000 1000 7-8 12.000 12.000 1 1.00 0.65 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0.490 0.000007 46.00 Wood 1,800.00 0.036 0.000000 0.00 Wood Material Data_.. Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019. 9:54AM 2-D Frame fapplONEDRt-1WETWOR-11PROJEG-IOW-8-1181634D-11190501-1%163-Front Canopy Steel Frame ec6 Software h1 ENERCALC.INC 1983.2018,Build:10 to M3 I.i i e Description: FRAMEM-[SERVICE LEFT TO RIGHT LOADING] Wood Material Data... Wood,Not Defined, Density=35.Opcf, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axiai=1800ksi, Species=, Grade=Any, Class= Member Sections... Prop Label Group Tag Material Area Depth Width Ixx lyy Default Group Default 1.0 in"2 0.0 in 0.0 in 1.0 in^4 1.0 in"4 HSS10x6x518 BmLvl 1 Steel 16.40 in"2 10.0 in 6.0 in 201.0 in"4 89.40 in°4 HSS10x6x5/8 BmLvl 2 Steel 16.40 in^2 10.0 in 6.0 in 201.0 inM 89.40 in^4 HSS6x6x1/4 BmLvl 3 Steel 5.240 in"2 6.0 in 6.0 in 28.60 in^4 28.60 in"4 HSS5x6x3/8 BRACE Steel 7.580 in"2 60 in 6.0 in 39.50 in"4 39.50 in"4 HSS6x6x5/8 ColLine 1 Steel 11.70 in^2 60 in 6.0 in 55.20 in^4 55.20 in^4 HSS6x6x5/8 ColLine 2 Steel 11.70 in"2 60 in 6.0 in 55.20 in"4 55.20 in"4 Member Point Loads.... Note: Loads labeled"Global Y"act downward iin"-Y"direction) Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 3-7 Global X 0 ft I 3.283 0.9460 k 2B-6B Global X 0 ft 0,650 0.440 k Member Distributed Loads.... Note: Loads labeled"Global Y"act downward fin"-Y"direction) Member Load Load Extents Load Magnitude Label Direction Start ft Dead Roof Live Live Snow Seismic Wind Earth End 3-7 Global Y 0.0 Start Mag 0.070 k/ft 18.50 End Mag 0.070 k/ft 1-2 Global X 0.0 Start Mag 0.0360 k/ft 7.0 End Mag 0.0360 k/ft 2-3 Global X 00 Sian Mag 0.0360 k/ft 14.50 End Mag 0.0360 k1ft 3-4 Global X 0.0 Start Mag 0.0360 k/ft 12.0 End Mag 0.0360 k1ft Stress/Strength Load Combinations ASCE 7-10 Load Combination Cd 0.2*Sde Load Combination Factors I Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H 0.9 10 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1-0 1.0 +D+0.750Lr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+0.70E+H 0.9 1.0 0.70 1.0 +D+0.75OLr+0 750L+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0 750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.15 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +0.60D+0.70E+0 60H 1 0.9 0.60 0.70 0.60 Automatically Apply 100%of member self-weight as D in the-Global Y direction. Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+}f 1.0 1.0 +D+L+H 1.0 10 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#B163 Project Descr: Printed: 7 MAY 2019, 9:54AM �'D Frame I g10NEDR1-1LNETWOR-ltPROJEC-f18000-8-118 163-0-�11190501-118163-FrOntCxropySIGS1PIS"oc6 Software cm r.:ENERCALC.INC 1883.2018.Budd 10 18 12.13 r:r r • Description: FRAMEV-]SERVICE LEFT TO RIGHT LOADING] +D+0.75DL+0.7508+H 1.0 0.750 0.750 1.0 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019. MiIAM 2-D Frame tapglONEDRI-11NETNOR-1tPROJEC-118000•B•-IQ163.D-11194501-118V-Front Campy 5kaelFrarreec6 Software 2Mqht ENERCALC.INC.1983.2018,Build:10.18.1213 KIN-06011301 Licensee: STRUCTURAL DESIGN ASSOCIATES Description: FRAMEM-[SERVICE LEFT TO RIGHT LOADING] Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors I Description Dead Roof Live Live Snow Wind Seismic Earth +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 10 0.70 1.0 +D+0.750Lr+0.750L+0 450W+H 1.0 0 750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0750 0.450 1.0 +D+0.750L+0 7508+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 060 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 4.0 Automaticaliv Apply 100%of member self-weight as D in the-Global Y direction. Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAiTES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Prinled: 7 MAY 2019, 9:54AM 2-D FrameIspgtONEDRI-"tJETWOR-ITROJEG-118000-8310163-D-11190501-118163-Front0mopySWFrameW6 Soflwara co ' ht ENERCALC,WC 1983-2018,Build:10.18.1213 . Licensee:STRUCTURAL DESIGN ASSOCIATES KW-06011301 Description: FRAME41-[SERVICE LEFT TO RIGHT LOADING) Deflection Load Combinations ASCE 7.10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1 A 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0,750L+0.450W+H 1.0 0.750 0.750 0.450 1-0 +D+0.750L+0.7508+0.450W+H 1.0 0.750 0.750 0.450 1-0 +D+0.750L+0.750S+0,5250E+H 1.0 0.750 0.750 0,5250 1.0 +0.60D+0.60W+0-60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Automatically Apply 100%of member self-weight as D in the-Global Y direction. Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 1 0.0 0.0 0.0 Max E ony E Only 1 0.0 0.0 0.0 Min E Only'-10 +D-O 70E 2 0.6525 .0000670 0.001744 Max E Only -W E any•-10 2 -0.6525 -0-001515 -0.001744 Min E Ony'-1 0 +D+O 60W E Only 2A 0.5324 0.001345 0.003449 Max E Ony E ony E ony'-1 D 2A -0.5324 -0.001805 -0.003449 Min EOny•-10 +0-0.70E EOny 2B 0.6521 0.04845 0.000671 Max E Ony E Only"-1 0 E Ony*A 0 26 -0.6521 -0,04845 -0.000671 Min E Ony`-10 E Ony E Only 3 1.338 0.000650 0.000958 Max E Only E Ony E Ony•-10 3 -1.338 -0 003005 -0 001011 M I n E Ony'-10 +D-0 70E aD+O 70E 4 1.476 0.000650 0.000962 P lax E Ony E Only -W 4 -1.476 -0.003176 -0.000962 Min E Ony" l 0 +D-0 70E W Ony 5 0.0 0.0 0.0 Max E Only E Only•-10 5 0.0 0.0 0.0 Min EOny'-10 +D470E 6 0.6524 0.000120 0.001742 Max E Only W Only E Ony'-10 6 -0.6524 -0.001547 -0.001742 Min EOny" 10 +D-O60W EOny Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr Prinled: 7 MAY 2019, 9:54AM 2-D Frame topglONEDR►-nNETWOR-11PROJEC-118000.8-118163-D-n190501-118163-Front C %MSteeiFrBme.ec(5 software oop At ENERCALC,INC 19812018.Build:10.18.1)43 KW-06011301 Description: FRAME#1-[SERVICE LEFT TO RIGHT LOADING] Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 6A 0.5324 0.001348 0.003448 Max E Only E Ony'-10 E Ony'-10 6A -0.5324 -0.001805 -0.003448 Min EOny'-10 +0+070E EOny 613 0.6520 0.04840 0.000670 Max E Ony E Ony E Only'-10 6B -0.6520 -0.04840 -0.000670 Min E Only'-1 0 E Ony'-10 E Only 7 1.337 0.000650 0.001011 Max E Ony E Only*-10 +0-0 70E 7 -1.337 -0.003004 -0.000958 Min E Ony'-10 +D+0.70E E Ony 8 1.476 0.000650 0.001082 Max E Only E Ony'-10 -W 8 -1.476 -0.003176 -0.001082 Min EOny'-10 +0+070E WOny Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft 1 1966 7.432 Max EOny'-10 +0-070E -1.966 -5.443 Min E Only, E Only 2 Max Min 2A Max Min 213 Max Min 3 Max Min 4 Max Min 5 1.967 7.432 1 Max E Ony'-1 0 -tIX 70E -1-967 -5.443 Min EOny EOny'-10 6 Max P.11 n 6A -Max Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Painted: 7 MAY 2019, 9:54AM Z'D Frame Iepp10NEDRF-71NErWOR-1WROJEC-IWSoftware1M~1tENER MC.198-l%8iCwtopy8ui Steel F Description: FRAMEM-[SERVICE LEFT TO RIGHT LOADING] Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft Min 6B Max Min 7 Max Min 8 Max Min _ Extreme Member End Forces Only Load Combinations giving maximum values are listed Member" I"End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 1-2 7.432 1.332 0.0 1.804 1.451 9.323 Max 40-0 70E 40 60DA 70E D Only A 60D+0 7DE 4D-0 70E 40 60D+0 70E 1-2 -1.637 -1.451 0.0 -7.154 -1.332 -10.155 Min +0 60D+O 70E 4D-0 70E D Only +D-0 70E +0 60D+O 70E +D-0 70E 2-28 3.326 5.333 2.734 3.752 5.195 17.804 Max +0 60D+0 70E 40+0 70E +D-0 70E -FD-O 70E +D-0 70E +0 60D+O 70E 2-28 -3.752 -5.089 -2.139 -3.326 -5.172 -18.067 Min +D-0 70E +0 600-0 70E +0 60D+0 70E +0 60D+0 70E +0 60D+0 70E 4D-0 70E 2-3 3.330 1.072 7.472 -0.1377 1-280 8.066 Max +D-0 70E 40.60DA 70E +0 60DA 70E 40 600+0 70E +0-0 70E +O 60D+0 70E 2-3 0.4841 -1.280 -8.650 -2.753 -1.072 -9,908 Min +0 60D+0 70E +0-0 70E 4D-0 70E +D-0 70E +0 60D+O 70E +D-0 70E 2A-2131 9.446 0.03869 0.0 8.609 0.03869 0.0 Max +0-0 70E +D+O 70E D Ony +0 60D+O 70E +D-0 5250E D Ony 2A-2B -8.508 0.02321 0.0 -9.278 0.02321 0.0 iv1.in +0 60D+O 70E +O.6040 70E D Only +D-0 70E +0 60DA 60W D Ony 2A-3 7.029 2.472 10.156 2.712 2.255 5.916 Max +D+O 70E 4D-0 70E 40-0 70E 40 6OD-0 70E 40 60D+O 70E 40-0 70E 2A-3 -2.557 -2.255 -9.323 -6.771 -2.472 -5.333 Min +0 600.0 70E 40 60D+0 70E +0 60D+O 70E +D+O 70E +D-0 70E +0 60D+O 70E 213-613 0.1932 3.213 18.067 0.3038 3.213 17.80 Max +0 60D-0 70E +0-0 70E +D-0 70E +0-0 60W +D+O 70E +0 6OD-0 70E 213-613 -0.2826 -2.655 -17,804 -0.2143 -2.655 -18.063 Min I +D40 70E +0 60D+D 70E +0 60D+0 70E 40 60D+0 6OW +0 6OD-0 70E +D+O 70E 3-4 0.6427 0.1630 0.4009 -0.09896 01277 0.0 Max D Only +O 60D+0 60W 40 60D+O 60W +O 60D+O 6OW +D+O 60W 40 60D+0 70E 3-4 0.3856 -0.2891 -1.915 -0.1649 -0.001591 0.0 Min +0 6OD40 6OW 4D-0 60W +D-0 BOW D Ony 40 6OD-0 60W +D-0 70E 3-7 1.201 2.110 10.849 1 117 2.110 7.493 Max +D-0 70E +D-0 70E +D-0 70E +O 60D-0 70E +D+O 70E 4U 60D-0 70E 3-7 -1.119 -0.2479 -7.494 -1.199 -0.2479 -10,849 Mi.•n. +0 60D+0 70E +O 60D+O 70E +0 60D+0 70E +D+O 70E +0 6OD-0 70E +D-+O 70E 4-8 0.1277 0.1649 0.0 0.001591 0.1649 0.0 ?vlax 40+0 60W D Ony D Only A 6OD-0 6OW D Ony D Ony 4-8 -0.001591 0.09896 0.0 -0.1277 0.09896 0.0 M."n +0 6OD-0 6OW +0 60D+0 60W D Only +D+O 6OW 40 60D+O 6DW D Ony Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID-- SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:54AM 2-D Frame Iepg10NEDRl-1U4ETWOR-11PROJEO-116000�8-fl8183-D-1t190501-118163-Front Canopy Steel Frame.ec6 Software ht ENERCALC.INC.1983.2018.Build: t213 r,r r Description: FRAME#1-[SERVICE LEFT TO RIGHT LOADING] Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment _ k k k-ft k k k-ft 5-6 7.432 1 451 0.0 1.804 1 332 10 157 Max +D+O 70E +D+O 70E D Only +0 6OD-0 70E 40 60D-0 TOE +D+O 70E 5-6 -1.637 -1.332 0.0 -7.154 -1.451 -9.325 Miri 40 60D.0 70E +0 6OD-0 70E D Only +1340 70E 40+0 70E +0 6OD-0 70E 6-6A 7.031 2.255 9,325 2.713 2.473 5.333 Max +0-0 70E +0 60D-0 70E +0 600-0 70E +0 60D+0 70E +D+O 70E 40 6OD-0 70E 6-6A -2.558 -2.473 -10.157 -6.772 -2.255 -5.916 Min 40 60D+0 70E +D4O 70E +D+O 70E +D-0 70E +0 6OD-0 70E +D+O 70E 6-7 3.330 1.279 8.641 -0.1377 1.070 �9�1.898 Max +D+O 70E +D+O 70E 4D+D 70E +0 6OD-0 70E +0 6OD-0 70E +D+O 70E 6-7 0.4841 -1.070 -7.463 -2.753 -1.279 -8.056 Min 40 60D-0 70E 40 60D-0 70E +0 6OD-0 70E +D40 70E 4D+0 70E +0 60D-0 70E 6B-6 3.325 5.196 18,063 3.751 5.334 2.131 Max +O 6OD-0 70E +D+O 70E 40+0 70E +D40 70E 4"70E +0 60D-0 70E 6B-6 -3.751 -5.173 -17.80 -3.325 -5.090 -2.725 Mir +D40 70E +O 60D-0 70E +0 6OD-0 70E +0 6OD-0 70E +0 60D+0 70E +DA 70E 6B-0A 9,279 0.03869 0.0 8.510 0.03869 0.0 Max 4D+0 70E +D+O 70E D Only +0 60D-0 70E 4D+0 45OW D Ony 66-6A -8.610 0.02321 0.0 -9-447 0.02321 0,0 Min 40 6OD-0 70E +0 60D+0 60W D Only +D+O 70E +0 60D-0 70E D Only 7-8 0.6427 0.1277 1.533 -0.09896 0.001591 0.0 Max +D-0 45OW +D+O 60W +D+O 60W +0 6OD-0 60W A 60D-0 6OW -DM 5250E 7-8 0.3856 -0.001591 -0.01909 -0.1649 -0.1277 0.0 Min +0 600.0 60W +0 60D-0 60W +0 6OD-0 60W +D-0 45OW +D40 60W +D-0 6OW Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 1-2 1.804k 7,0 ft 10-155 k-ft 7-0 ft 1.332 k 0.0 ft Max +0.60D+0.70E +D-0 70E +0 600F0(OE 1-2 -7.432 k 0.0 ft -9.323 k-ft 7.0 ft -1.451 k 0.0 ft Min +D-0 70r +0 600+0 70E +D-0 70E 2-2B 3 752 k 0.0 ft 18.067 k-ft 3.0 ft 5.333 k 0.0 ft Max +D-0 7UE �D-0/OE +D+O 70� 2-213 -0.326k 0.0 ft -17.804 k-ft 3.0 ft I -5.195 k 3.0 ft Min +0 60+0 70E +0 600+0 70E +D-0.70E 2-3 -0.1377k 14.50It 9.908k-ft 14.50ft I 1.072 k 0.0 ft Max +0 60DP 0 f0E +D-0.70E +0 69D+0.70E 2-3 -3.330 k 0.0 ft -8.650 k-ft 0.0 ft I -1.280 k 0.0 ft Min +D-0 70E +D-0 70E +D-0 70E 2A-213 8.609k 7.159 ft -0.003322 k-ft 7.013ft I 0.03869 k 0.0 ft Max F0 600-0 70t +U 60D+0 70E 1 +D+O 7pE 2A-2B -9.446 k 0.0 ft -0.06922 k-ft 3.653 ft I -0.03869 k 7169 ft Min +D-0 70C +D+O.70E +D-0.5250E 2A-3 2.712 k 6.60 It 10.155 k-ft 0.0 ft 2.472 k 0.0 ft Max +0 60D-0 70E +D-0 70E +0-0 70E 2A-3 -7.029k 0.0 ft -9.323k-ft 0.0 ft -2 255 k 0.0 It Min +D+O,70E +U 60D+0 70E -0 GOD+U TOE 213-6121 0.3038k 0.0 ft 18.067 k-ft 0.0ft 3.213 k 0.0 ft Max +D-Q 60W +0-0 70E +D-0 70E 213-613 -0,2143k 0 0 ft I -17.804 k-ft 0.0 ft -3.213 k 12.50 ft Min +U 60C+0 60W +0 G0U F0./OE +DyO 70E 34 -0.09896k 12.0 ft I 0,4009 k-ft 0.0 ft 0.1630 k 0.0 It Max +0 GOD+O GONE +U 50D+0oi11h' +Q GOD+O GQIN 3 -0.6427k 0.0 ft I -1.915 k-ft 0.0 It -0.2891 k 0.0 ft Min D Only +i�-0 60W 0.0 60W Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019. 9:54AM A"ION®R-IINETWOR-11PROJEG1t80DO.8-118163-D-11190501-118163-Frod Canopy steel Fnwaec6. Z^D Frame Sottwareca t ENERCALC,INC.1983-2016.Buitl1018.1213. 06 DI 1301ASSOCIATES Description: FRAME#1 -[SERVICE LEFT TO RIGHT LOADING] Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 3-7 1.117 k 0.0 ft 10.849 k-ft 0.0 ft 2.110 k 0.0 It Max +0.6OD-0 70E +D-0 70E +D-0 70E 3-7 I +0 60D+U 70E Min -1.199 k +D+0.70E 0.0 ft -7.494 k-ft 0.0 ft -2.110 k +D+O 70E 18.50 It 4-8 0.001591 k 0.0 ft -0.03660 k-ft 0.3776 ft 0,1649 k 0.0 ft Max +0 60D-o 6ow +Q 600+0 6Qw D ofily 4-8 -0.1277 k 0 0 ft 0.7625 k-ft 9.061 ft -0.1649 k 18.50 ft Min +0+0 60W D Only D Orly 5-6 1.804 k 7.0 It 9.325 k-ft 7.0 ft 1.451 k 0.0 ft Max +0 60D-0.70E +0 6OD-0 70E +D+O 70E 5-6 -7.432 k 0.0 It -10.157 k-ft 7.0 ft 1.332 k 0.0 It Min +D+0.70E +D+O 70E +0 60D-0 70E 6-6A 2.713 k 6.50 ft 9.325 k-ft 0.0 ft 2.255 k 0.0 It Max +0 60D+0.70E +0 60D-0 70C +0 60D-0 70E 6-6A -7.031 k 0.0 ft -10.157 k-ft 0.0 ft -2.473 k 0.0 ft Min +0-0 70E +0+0 70E +0+0 70E 6-7 -0.1377k 14.50 ft 8.641 k-ft 0-Oft 1.279 k 0.0 It Max +0.60D-0 70E +D+Q TDE +p+Q.7oE 6-7 -3-330k 0 0 ft -9.898 k-ft 14.50 ft -1.070 k 0.0 ft Min +D+O 70E +D+O 70E +0 6OD-0.70E 613-6 3.761 k 0.0 It 18.063 k-ft 0.0 ft 5196 k 0.0 ft Max f D F0.70L +D+O 70E F p+O.70E 6131-6 -3.325k 0.0 It -17.80 k-ft 0.0 It -5.334 k 3.0 It Min +0.6OD-0 70E +0 6OD-0 70E +D-0 70E 6B-6A 8.6101k 0.0 It -0.003322 k-ft 7.013ft 0.03869 k 0.0 ft Max +0 60D-0 70E +0 600+0 6OW +0+0 70F 613-6A 9.447k 7.159 It -0.06922 k-ft 3.653ft 0.03869 k 7.159 ft Min +D+O 70E +D+O 70E +p+0 45O W 7-8 -0.09896k 12.0 It 1.533k-ft 0.0ft 0.1277 k 0.0 ft Max +0 60D-0 6OW +D+O 60W +D+O 6OW 7-8 -0.6427k 0.0 ft -0.01909 k-ft 0.0 ft -0.001591 k 0.0 It Min FD 0 450W ,0 60D-0.60W +0 EOD 0 60W Member Stress Checks... Stress Checks per AISC 360.10&NDS 2015 Member Section Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios Material Label Label Load Combination Ratio Status Dist (ft) FLoad Combination Ratio Status Dist (ft) 1-2 ColLine 1 Steel +13-0 70E 0.203 PASS 7.00 +D-0 TOE 0.018 PASS 0.00 2-213 BmLvl 1 Steel +D-0 70E 0.158 PASS 3.00 +13+070E 0.034 PASS 0.00 2-3 ColLine 1 Steel +D-0 70E 0.193 PASS 14.50 +D-0 70E 0.016 PASS 0.00 2A-2B BRACE Steel +D-0 70E 0.049 PASS 0.00 +D-0 5250E 0.001 PASS 7.16 2A-3 ColLine 2 Steel +13-0 70E 0193 PASS 0.00 +D-0 70E 0.030 PASS 0.00 2B-6B BmLvl 1 Steel +0-0 70E 0.154 PASS 0.00 AM 70E 0.020 PASS 12.50 3-4 ColLine 1 Steel +D-0 60W 0.037 PASS 0.00 +D-0 60W 0.004 PASS 0,00 3-7 BmLvl 2 Steel +D+o 70E 0.095 PASS 18.50 +D-0 70E 0.013 PASS 0.00 4-8 BmLvl 3 Steel +O+a 60W 0.030 PASS 9.06 D Ony 0.004 PASS 0.00 5-6 ColLine 2 Steel +0+0 70E 0.203 PASS 7.00 +D+0.70E 0.018 PASS 0.00 6-6A ColLine 2 Steel +D+070E 0.193 PASS 0.00 +0+0.70E 0.030 PASS 0.00 6-7 ColLine 2 Steel +D+o 70E 0192 PASS 14.50 +D+O 70E 0 016 PASS 0.00 6B-6 BmLvl 2 Steel +D+o70E 0.158 PASS 0.00 +D-0 70E 0,034 PASS 3.00 6B-6A BRACE Steel +0+070E 0.049 PASS 7.16 +D+070E 0,001 PASS 0.00 7-8 ColLine 2 Steel +D+O sow 0.030 PASS 000 +0+0.60W 0.002 PASS 000 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:54AM 2-D Frame Iapg10NEDRl-IINErwOR-IIPROJEC-1MM-8-118163.0-11190501-118I63•From Cw*pySteel Frame.xb Software;gghl ENERCALC.INC.1983.2018.Baib-10.181213 r r r Description: FRAME#I -(SERVICE LEFT TO RIGHT LOADING( O BmLvl 3 COl e_1 Coll-ne 2 _X BmLvl 2 f ColLme_1 CoIL ne 2 Bm 1 1 BmLvl 1 Col tn 3 CE BRAC8L ne_2 COIL n 1 COIL n 2 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:56AM IaM%ONEDRF-IWMOR-15PROJEC-PSOO48-118163-0-11190501-118ri�-Front canopy Steel Frame.ec6 2-D Frame Software t ENERCALC INC 1983.2018.Build:10.18.12 13 re r. r t • Description: FRAME#1-[ULTIMATE LEFT TO RIGHT LOADING] Joints... Joint Joint Coordinates Joint eg Label ft ft X Translational Restraint Y Translational Restraint Z Rotational Restraint Temp 1 0.0 0.0 Fixed Fixed Fixed 0 F 2 0.0 13.50 0 2A 0.0 7.0 0 2B 3.0 13.50 0 3 0.0 28.0 0 4 0.0 40.0 0 5 18.50 0.0 Fixed Fixed Fixed 0 6 18.50 13.50 0 6A 18.50 7.0 0 69 15.60 13.50 0 7 18.50 28.0 0 8 18.50 40.0 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Property Label Length !End J End Label p nY I Joint J Joint It x y z (rolaiton) x yz (rotali.n} 1-2 ColLine 1 1 2A 7.000 Fixed Fixed Pinned I Fixed Fixed Fixed 2-2B BmLvl 1 2 2B 3.000 Fixed Fixed Fixed Fixed Fixed Fixed 2-3 ColLine 1 2 3 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 2A-2B BRACE 2A 213 7.159 Fixed Fixed Pinned Fixed Fixed Pinned 2A-3 ColLine 2 2A 2 6.500 Fixed Fixed Fixed Fixed Fixed Fixed 21131-613 BmLvl1 2B 6B 12.500 Fixed Fixed Fixed Fixed Fixed Fixed 3-4 ColLine 1 3 4 12.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BmLvl2 3 7 18.500 Fixed Fixed Fixed Fixed Fixed Fixed 48 BmLvl3 4 8 18.500 Fixed Fixed Pinned Fixed Fixed Pinned 5-6 ColLine 2 5 6A 7.000 Fixed Fixed Pinned Fixed Fixed Fixed 6.6A ColLine 2 6A 6 6.500 Fixed Fixed Fixed Fixed Fixed Fixed 6-7 ColLine 2 6 7 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 6B-6 BmLvl2 6B 6 3.000 Fixed Fixed Fixed Fixed Fixed Fixed 6B-6A BRACE 613 6A 7.159 Fixed Fixed Pinned Fixed Fixed Pinned 7-8 ColLine 2 7 8 12.000 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths I Slenderness Factors I AISC Bending&Stability Factors ft Label Lu :z Lu:Y L K:z K:y Cm CIO 1-2 7.000 7.000 1.00 1.00 Internal Internal 2-213 3.000 3.000 1.00 0.65 1.000 1.000 2-3 14.500 14-500 1.00 0.65 Internal Internal 2A-2B 7,159 7.159 100 0.65 1000 1,000 2A-3 6-500 6.500 100 0.65 1.000 1.000 2B-6B 12.500 12.500 1.00 0-65 1000 1.000 3-4 12.000 12.000 100 0.65 Internal Internal 3-7 18.500 18.500 1.00 0.65 Internal Internal 4-8 18.500 18.500 1.00 1.00 Internal Internal 5-6 7.000 7.000 1.00 1.00 Internal Internal 6-6A 6.500 6,500 1-00 0.65 1.000 1.000 6-7 14.500 14.600 1-00 0.65 Internal Internal 68-6 3.000 3.000 1.00 0.65 1.000 1.000 6B-6A 7.159 7.159 1.00 0.65 1.000 1.000 7-8 12.000 12.000 1.00 0.65 Internal Internal Materials... Member I Youngs Density Thermal Yield Label l ksi kcf Wdegr ksi Default 1.00 0.000 0.000000 1.00 Steel 29.000 00 0 490 0.000007 46.00 Wood 1.800.00 0.035 0.000000 0.00 Wood Material Data... Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC, Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019. 9:56AM 2-D Frame lvglONEDRI-1WETWOR-APROJEC-118000.8-14163 D-11190501-118163-Front Canopy SW Frameor6 Softwareh1 ENERCALC INC 1983.2018 Build:10.18.12.13 r.0 r ASSOCIATES Description: FRAME#1-[ULTIMATE LEFT TO RIGHT LOADING] Wood Material Data... Wood,Not Defined, Density=35 Opcf, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= Member Sections... Prop Label Group Tag Material Area Depth Width Ixx lyy Default Group Default 1.0 in"2 0.0 in 0.0 in 1.6 in^4 1.0 lm14 HSS10x6x5/8 BmLvl 1 Steel 16.40 in"2 10.0 in 6.0 in 201.0 in"4 89.40 in^4 HSS10x6x5/8 BmLvl 2 Steel 16.40 in^2 10.0 in 6.0 in 201.0 in^4 89.40 in^4 H886x6x1/4 BmLvl 3 Steel 5.240 102 6.0 in 6.0 in 28-60 inA4 28.60 in^4 H886x6x3/8 BRACE Steel 7.580 1n"2 6.0 in 6.0 in 39.50 in^4 39.50 in^4 HSS6x6x5/8 ColLine 1 Steel 11.70 inA2 6 0 in 6.0 in 55.20 inA4 55.20 in"4 H886x6x5/8 ColLine 2 Steel 11.70 inA2 6.0 in 6.0 in 55.20 in^4 55.20 in^4 Member Point Loads.... Note: Loads labeled"Global Y"act downward(in"-Y"direction) Member Load Distance from Load Magnitude Label Direction_ "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 3-7 Global X 0 ft 3 283 1.505 k 213-613 Global X Oft 0.650 0.650 k Member Distributed Loads.... Note' [meads IahPled"GInhal Y"not dinwnward fin"-Y"directinnl Member Load Load Extents Load Magnitude Label Direction Start ft Dead Roof Live Live Snow Seismic Wind Earth End 3-7 Global Y 0.0 Start Mag 0.070 k/ft 18.50 Fnd Mag 0 070 k/ft 1-2 Global X 0.0 start Mag 0.0540 k/ft 7.0 End Mag 0.0540 k/ft 2-3 Global X 0.0 Start Mag 0.0540 k/ft 14.50 End Mag 0.0540 k/ft 34 Global X 0.0 Star[Mag 0,0540 k/ft 12.0 End Maq 0.0540 k/ft Stress/Strength Load Combinations ASCE 7-10 Load Combination Cd 0.2'Sds• Load Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H 0.9 1.0 1,0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H I 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 1.0 +D+0.75OLr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.15 1.0 0-750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+0.70E+H 0.9 1.0 070 1.0 +D+0.75OLr+0.750L+0.450W+H 1.6 1.0 0.750 0 750 0.450 10 +D+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.15 1.0 0.750 0.750 0,5250 1.0 +0.60D+0 60W+0.60H 1.6 060 0.60 0.60 +0.60D+0.70E+0.60H 0.9 1 0.60 0.70 0.60 Automatically Apply 100%of member self-weight as D in the-Global Y direction. Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.75OLr+0.750L+H 10 0.750 0.750 1.0 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019. 9:56AM 12-D Frame Iap MEORI-11NETWOR••IWROJEC-I180%8-1%8163.0-11190501-118163•frontCanopySteelfremeet6 SolMace 1 ENERCALC.INC 1963.2018.Bmtd'10.18.1213 0:iASSOCIATES Description: FRAME#1-[ULTIMATE LEFT TO RIGHT LOADING) +D+0,750L+0.7508+H 1.0 0.750 0.750 1.0 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:56AM 2-D Frame IW910NEDRI-11NEfWOR-11PROJEG-1000.8-1t8163-D-11198501-11B163-Front Canopy Steel Fremaec13 Software owyhf ENERCALC.INC 1983.20I8.BWM7I0.18.1213 KW-06011301 Description: FRAMEM-{ULTIMATE LEFT TO RIGHT LOADING] Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+0.60W+H 10 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0 750L+0,750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.7508+0.5250E+H 1.0 0.750 0.750 0.6250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Automatically Apply 100%of member sett-wetght as D in the-Global Y direction. Plan Review By SAFEBuilt GTRUCTURAL DESIGN ASSOCAITES Project Title; DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:56AM Z-D Frame 16pg10NEDRl-1�+lETWOR-11PROJEC-1�80 00-8-1181 63-D-1t1gG501-118 i63•Runt Canopy Steel From ec6 Software oo " h1 ENERGALQ INC.1983-2018.Build:10.18.12.13 STRUCTURAL • Description: FRAME#1-[ULTIMATE LEFT TO RIGHT LOADING] Deflection Load Combinations ASCE 7.10 Load Combination Load Combination actors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H - 1.0 1.0 +D+L+H 1.0 1.0 1-0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +0+0,750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 OA50 1.0 +D+0.750L+0.7508+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 1.0 H Only Automatically Apply 100%of member self-weight as D in the-Global Y direction. Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 1 0.0 0.0 0.0 M ax W Only E Only 1 0.0 0.0 0.0 Min -W +0-0 70E 2 0.6525 .0000930 0.001744 Max E Ony -W E Ony'-1 0 2 -0.6525 -0.001531 -0.001744 Min EOny'-10 +D+O6OW EOnly 2A 0.5324 0.001348 0003449 Max E Only E Ony E Ony'-1 0 2A -0.5324 -0.001805 -0,003449 Min EOny`-10 +0-070E EOny 213 0.6521 0.04845 0.000671 Max E Ony E Ony'-10 E Ony'-10 213 -0.6521 -0.04845 -0.000671 Min E Ony'-10 E Ony E Only 3 1.338 0.000650 0.000958 Max E Ony E Only E Ony'-10 3 -1.338 -0.003005 -0.001011 Min E Only'-10 +D-070E +D+070E 4 1.476 0.000650 0.001467 Max E Ony E Ony -W 4 -1.476 -0.003176 -0 001467 Min E Ony`-1 0 +D-0 70E W Ony 5 0.0 0.0 0.0 Max E Only E Ony'-10 5 0.0 0.0 0.0 Min EOny'A0 +D+070E 6 0.6524 0000173 0.001742 Max E Only W Only E Ony'-10 6 -0.6524 -0.001579 -0.001742 Min E Only'-1 0 +0.0 60W E Ony Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:56AM 2-D Frame Iapg10NEDRl-1WETWOR-11PROJEC-tt8 Wt-118163-D-11190501-118163-FrontCanopySteelFrameec6 Software oo M ENERCALC.INC 1.083-2018 Build 10.18.1213 KVV-06011301 Licensee: STRUCTURAL DESIGN ASSOCIATES Description-. FRAME#1-[ULTIMATE LEFT TO RIGHT LOADING] Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements -7 Joint Label X Y Z in in Radians 6A 0.5324 0.001348 0.003448 Max E Ony E Ony'-10 E Only'-10 6A -0.5324 -0.001805 -0.003448 Min EOny'-10 +0+070E EOny 6B 0.6520 0.04840 0.000670 Max E Only E Only E Only•-1 0 6B -D-6520 -0.04840 -0.000670 Min E Only"-1 0 E Only"-10 E Ony 7 1.337 0.000650 0.001011 Max EOny E Only*-10 +D-070E 7 -1.337 -0,003004 -0.000958 Min E Ony'-10 +D+070E E Only 8 1.476 0.000650 0.001648 Max E Only E Ony'-1 0 -W 8 -1.476 -0.003176 -0.001648 Min E Ony'-10 +0+D 70E W Onq Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft t 2.078 7.432 Max -W 4O-0 70E -2.078 -5.443 Min W Only E Ony 2 Max Min 2A Max Min 2B Max Min 3 Max Min 4 Max Min 5 1.967 7.432 Max E Ony'-10 +D+O 70E -1.967 -5.443 Min E Only E Only'-10 6 Max - - - Alin 6A Max Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:56AM tapptONEDRh11METWOR-i1PROJEC-1SM-a-118163-D-1t190501-118163-Fm ni Campy 5teerFreme,ec6 2-D Frame Saft hl ENERCALC,INC.19D2018.EuiId:10.18.12.13 • Description: FRAME#1-[ULTIMATE LEFT TO RIGHT LOADING] Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label I X Y Z k k k-ft Min 66 Max Min 7 Max Min 8 Max Min Extreme Member End Forces Only Load Combinations giving maximum values are listed Member" I "End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 1-2 7.432 1.332 0.0 1.804 1 451 9.323 Max -HD-0 70E +0 60D+0 70E D Ony +0 60D4 70E +D-0 70E +0 60D+0 70E 1-2 -1.637 -1.451 0.0 -7.154 -1.332 -10.155 Mi"I +O 60D+O 70E +D-0 70E 0 Ony +D-O 70E +0 60D+0 70E +D-0 70E 2-2B 3.326 5 333 2.734 3.752 6.195 17.804 Max +0 60D+0 70E +D+O 70E +0-0 70E +0.0 70E +D-0 70E +0 60D+0 70E 2-26 -3.752 -5.089 -2.139 -3.326 -5.172 -18.067 A,t;n +D-D 70E +O 600-0 70E +0 6OD+O 70E +0 600+0 70E +0 60D+0 70E +0-0 70E 2-3 3.330 1.072 7.472 -0.1377 1.280 8.066 Max +0-0 70E +0 600+0 70E +0 60D+O 70E +0 60D+O 70E +D-0 70E +0 60D+0 70E 2-3 0.4841 -1.280 -8.650 -2,753 -1.072 -9.908 Min +0 60D+O 70E +0-0 70E +0-0 7DE i +D-0 70E +0 60D+0 70E +D-0 70E 2A-28 9.446 0.03869 0.0 8.609 0.03869 0.0 Max +0-0 70E +D-0 450W D Ony +0 60D+0 70E +D-0 5250E D Ony 2A-2B -8.508 0,02321 0.0 -9.278 0.02321 0.0 Min +0 60D+0 70E +0 60D+0 70E 0 Ony +0-0 70E +0 60D+0 6OW D Ony 2A-3 7.029 2.472 10.155 2.712 2.255 5.916 Max -"70E +0-0 70E +0-0 70E +0 6OD-0 70E +0 60D+0 70E -HD-0 70E 2A-3 -2.557 -2.255 -9,323 -6.771 -2.472 -5.333 Mio +0 6OD-0 70E +0 600+0 70E +0 60D+O 70E +D+O 70E +0.0 70E +O 60D+0 70E 213-6121 0.1932 3.213 18.067 0.4247 3 213 17.80 Max +0 60D-0 70E +D-0 70E +D-0 70E +0-0 60W +D+O 70E +0 60D-0 70E 213-613 -0.2826 -2.655 -17 804 -0.3353 -2.655 -1 B.063 Min +D+O 70E +0 60D+0 70E +0 60D+0 HE +0 60D+0 60W +0 6OD-0 TOE +D+O 70E 3-4 0.6427 0.2682 0.8851 -0.09896 0.1522 0.0 Max D Ony +O 60D+0 60W +0 60D+0 6DW +0 60D+O 6OW +D+O 6OW +O 60D+0 70E 3-4 0.3856 -0.3943 -2.399 -0.1649 -0 02605 0,0 Min +O 60D+0 6OW +D-0 6OW +D-0 60W D Only +0 60D-0 6OW +0-0 70E 3-7 1.201 2.110 10.849 1,117 2.110 7.493 Max +D-0 70E +D-0 70E +D-0 70E +0 6OD-0 70E +D+O 70E +0 60D-0 TOE 3-7 -1.119 -0.2479 -7.494 -1.199 -0.2479 -10.849 +0 60D+0 70E +O 60D+0 TOE +0 60D+0 70E +0+0 70E +0 6OD-0 70E +D+O 70E 4.8 0.1522 0.1649 0.0 0.02605 0.1649 0.0 Max +D+O 60W D Only D Ony +0 60D-0 60W D Only D Only 4-8 -0.02605 0.09896 0.0 -0.1522 0.09896 0.0 �,f,•f, +0 6OD-0 6OW +0 60D+O 6OW D Only +0+0 60W +0 60+0 60W D Only Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:56AM 2-D Frame lopglONEDRI-1WEiWOR-11PROJEC-118000-8-118163-D-11190501-118163-Front Canopy Sloe]Frwesc6 Software o0pyngh1 ENERCALC,INC 1983-2018.Bu ld:10181213 i.r r - Description: FRAME011-[ULTIMATE LEFT TO RIGHT LOADING) Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label Axial Shear Moment I Axial Shear Moment k k k-ft k k k-ft 5-6 7.432 1.451 0.0 1.804 1.332 10.157 Max +D+O 70E +D+O 70E D Only +0 6OD-0 70E +0 6OD-0 70E +D+O 70E 5-0 -1.637 -1.332 0.0 -7.154 -1.451 -9,325 Min +0 6OD-0 70E +0 600-0 70E D Only +0+0 70E +0+0 70E +0 60D-0 70E 6-6A 7.031 2.255 9.325 2.713 2.473 5.333 Max +D-0 70E +0 60D-0 70E +0 60D-0 70E +0 60D+0 70E +D+O 70E +0 60D-0 70E 6-6A -2.558 -2.473 -10.157 -6.772 -2.255 -5.916 mir; +0 60D+0 70E +D+O 70E +D+O TOE +D-0 70E +0 6OD-0 70E +D+O 70E 6-7 3.330 1.279 8.641 -0.1377 1.070 9,898 Max +D+O 70E +0+0 70E +D+O 70E +0 6OD-0 70E +0 6OD-0 70E +D+O 70E 6-7 0.4841 -1,070 -7.463 -2.753 -1.279 -8.056 min +0 6OD-0 70E +0 6OD-0 70E +0 60D-0 70E +D+O 70E +D+O 70E +0 6OD-0 70E 613-6 3.325 5.196 18.063 3-751 5.334 2-131 Max +0 60D-0 70E +0+0 70E +D+O 70E +D+O 70E +D-0 70E +0 60D-0 70E 613-6 -3.751 -5.173 -17.80 -3.325 -5.090 -2.725 lvhi +D+O 70E +0 6OD-0 70E +0 60D-0 TOE +0 6OD-0 70E +0 60DA 7DE +D+O 70E 613-6A 9-279 0.03869 0.0 8.510 0,03869 0.0 Max +D+O 70E +D+O 70E D Only +0 60D-0 70E +D-0 60W D Only 613-6A -8.610 0.02321 0-0 -9,447 0.02321 0.0 Mif? +0 6OD-0 70E +O 60D+0 6OW D Only +D+O 70E +O 60D-0 70E D Only 7-8 0.6427 0.1522 1.826 -0-09896 0.02605 0.0 ivlax +D-0 45OW +D+O 6OW +D+O 6OW +0 60D+0 6OW +0 60D-0 6OW +D+O 5250E 7-8 0.3856 -0.02605 -0.3126 -0.1649 -0.1522 0.0 Min +0 60D+0 60W +0 6OD-0 60VV +O 6OD-0 6OW +D-0 45OW +D+O 6OW +D-0 60W Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 1-2 1.804 k 7.0 ft 10.155 k-ft 7.0 ft 1.332 k 0.0 ft Max t0 o"OD�0/0E +0-0 70E +O 600+0 70F 1-2 -7.432k 0.0 ft -9,323k-ft 7.0 ft -1.451 k 0.0 ft Min +D-0 70E +0 600+0 TOE +D-0/OE 2-213 3.752k 0.0 ft 18.067 k-ft 3.0 ft 5.333 k 0.0 It Max +D-0 70E +0-0 7OF +D+O 70E 2-2B -3.326 k 0.0 ft -17.804 k-ft 3.0 ft 5.195 k 3 0 ft Min +0.60D+O 70E +0 600,0 70E +D-0 70E 2-3 -0.1377k 14.50 ft 9.908 k-ft 14.50 It 1.072 k 0.0 ft Max +0 60D+0 70E +0-0 70E +0 60D+0.70E 2-3 -3.330k 0.0 ft I 8.650 k-ft 0.0 ft 1.280 k 0.0 ft Min +D-0 70E D-0/L'L +0-0 70E 2A-2B 8.609k 7,159 ft I 0.003322 k-ft 7.013It 0.03869 k 0-0 ft Max +0 600+0 70z: +0 GOD+O.70E +D-0 450W 2A-213 -9.446k 0.0 ft I 0.06922 k-ft 3.653 ft -0.03869 k 7.159 ft Min +D-0 70E FD'.t 450W +D-0 5250E 2A-3 2.712k 6.50 ft I 10.155 k-ft 0.0 ft 2.472 k 0.0 ft Max +0 6OD-0 70E +D-0 70E +D-0 70E 2A-3 -7.029k 0.0 ft -9,323 k-ft 0.0 ft -2.255 k 0.0 ft Min �0 F 0 IOL +0 60D+0 70E +0 600+0 70F 2B-613 0.4247 k 0.0 ft 18.067 k-ft 0 0 ft 3 213 k 0.0 ft Max +D-0 6014, +D-0 70E +0-0 70E 2121-66 -0.3353k 0.0 R -17.804 k-ft 0.0ft -3,213 k 12.50 ft Min +9 GOD+O 6OW +0 60D+0 7OF +D+O 70E 3-4 -0 09996k 12.0 ft 0.8851 k-ft 0.0ft 0.2682 k 0.0 ft Max +0 60D+0 6OW �o cOD�0 soW +u 5u�+��60W 3-4 -0.6427k 0.0 ft -2.399 k-ft 0.0ft -0.3943 k 0.0 ft Min D Only +D-0 SOW +D-0 60VV Plan Review By SAFEBuilt iSTRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID', SDA#8163 Project Descr Printed: 7 MAY 2019, 9:56AM lvg10NEDM-1WETWOR-11PROJEC-118000•B-1{816340-1H9MO1-118163-Front Canopy Stael Fram©_oco 2-D Frame SoWra ogMftht ENERCkCG INC 1983-2018,BuiId:1018 12.13 . t.t11301 Licensee: STRUCTURAL DESIGN ASSOCIATE_S Description: FRAME#1-[ULTIMATE LEFT TO RIGHT LOADING] Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 3-7 1-117k 0.0 ft 10.849k-ft 0.0 It 2.110 k 0.0 ft Max +0 6OD-0 70E +D-O 70E +0-0 70E 3-7 -1.199 k 0.0 It -7.494 k-ft 0.0 ft I -2.110 k 18.50 ft Min +D+O 70E +0 6oD+O 7DE +D+O 70E 4-8 0.02605k 0.0 ft I -0.03660 k-ft 0.3776 ft I 0,1649 k 0.0 ft max +O 6CD-O 60W +0 60D+0 SOW �Only 4-8 -0.1522k 0.0 ft I -0.7625 k-ft 9.061 ft I -0.1649 k 18-50 ft Min 1 U FO 60'N -?Only ?C)nly 5-6 1.804k 7.0 ft I 9.325 k-ft 7.0 ft I 1.451 k 0.0 ft Max +0 6OD-0 70E +0 6OD-0 70E +D+D 70E 5-6 -7.432k 0.0 ft -10.157 k-ft 7.0 ft I 1.332 k 0.0 ft Min +D-0 70E rD-0 70E +0 60D-0.70E 6-6A 2.713k 6.50 ft 9 325 k-ft 0.0 It I 2 255 k 0-0 ft Max +0 GOD+O 70E +0 6OD-0 70E +0 60D-0.70L 6-6A -7.031 k 0.0 ft -10.157 k-ft 0.0 ft I -2.473 k 0.0 ft Min +D-0 7OF +D+O 7OF 7OF 6-7 I -0.1377 k 14.50 ft 8.641 k-ft 0.0 ft 1.279 k 0.0 ft Max +O 6UD 0-70E +C-u/UE +ll+0 7Uc 6-7 -3.330 k 0 0 ft 9.898 k-ft 14,50 ft 1.070 k 0.0 ft Min +D+O 70E *D+0 70E +0 600-0 70E 613-6 3.751 k 0.0 ft 18.063 k-ft 0.0 ft 5.196 k 0.0 ft Max +D+O 70E +0r0 70E +D+O 70E 613-6 I -3.325k 0.0 ft 17.80 k-ft 0.0 ft 5.334 k 3.0 ft Min +0 60D-0 TOE +0 600-0 70E +D-0 70E 68-6A 8.610 k 0.0 ft 0.003322 k-ft 7.013 ft I 0.03869 k 0.0 ft Max +0 600-0 7OF +0 61)f?+0 60W +D+O 70F 6B-6A -9.447 k 7.159 ft -0.06922 k-ft 3.653 ft I -0.03869 k 7.159 ft Min +D+O 70E +D-O l0E +D-O.60W" 7-8 0.09896 k 12.0 ft 1.826 k-ft 0.0 ft I 0 1522 k 0.0 ft Max r0.60D+0 60W +D+O 60W -D-O 60W 7-8 -0.6427 k 0.0 ft -0.3126 k-ft 0.0 ft -0.02605 k 0.0 ft Min +D-0 450W v0.600-0 60W FO 6OD-0 60W Member Stress Checks... Stress Checks per AISC 360-10&NDS 2015 Member Section Material Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) 1-2 ColLine 1 Steel +D-0 70E 0.203 PASS 7.00 +D-0!1= 0-018 PASS 0.00 2-213 BmLvl 1 Steel +D-0 70E 0.158 PASS 3.00 +M70E 0.034 PASS 0.00 2-3 ColLine 1 Steel +D-0 70E 0.193 PASS 14.50 +D-0 70E 0.016 PASS 0,00 2A-213 BRACE Steel +D-0 70E 0 049 PASS 0.00 +0-0 5250E 0.001 PASS 7.16 2A-3 ColLine 2 Steel +0-0 70E 0.193 PASS 0.00 +0.070E 0-030 PASS 0.00 2B-6B BmLvl 1 Steel +D-070E 0.154 PASS 0.00 +M70E 0.020 PASS 12.50 3-4 ColLine 1 Steel +D-0 60W 0.046 PASS 0.00 +0-0 60W 0.005 PASS 0.00 3-7 BmLvl 2 Steel +0+070E 0.095 PASS 18.60 +0-0 70E 0.013 PASS 0.00 4-8 BmLvI 3 Steel +D+060W 0.031 PASS 9,06 D Only 0.004 PASS 0.00 5-6 ColLine 2 Steel +0+070E 0.203 PASS 7.00 +D+0.70E 0.018 PASS 0.00 6-6A ColLine 2 Steel +0+070E 0.193 PASS 0.00 +0+070E 0.030 PASS 0.00 6-7 ColLine 2 Steel +D+070E 0,192 PASS 14.50 +0+070E 0 016 PASS 0.00 6B-6 BmLvl 2 Steel +0+070E 0.158 PASS 0.00 +0-0 70E 0.034 PASS 3.00 6B-6A BRACE Steel +0+070E 0.049 PASS 7.16 +D+070E 0.001 PASS 0.00 7-8 ColLine 2 Steel +D+O saw 0.036 PASS 0.00 +0+a 60W 0.002 PASS 0.00 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:56AM 2-D Frame lwg10�JEORI-11NETNOR-liPROJ"EEC-liM.9--118163.0-1\150501-118163-Front Canopy Steel Frameed Software ahlENERCALC,INC 1?83.2018.Build 10.181213 KW-06011301 Licensee*STRUCTURALASSOCIATES Description: FRAME#1-[ULTIMATE LEFT TO RIGHT LOADING] ♦ O O :t X x x-� x I x X x It I ; 4 Plan Review By SAFEBuilt 'STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID. SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:28AM IapgtONE0R1-1 WEIWOR�-11PROJEO-IS00.8-118100-1t190601-1161&3-front CaioN Sift[Frame W6 J2-D Frame software 1 ENERCALC INC.1983.20%Buita:10.1812.13 i.i i • • Description: FRAME#2-[SERVICE LEFT TO RIGTH LOADING] Joints... Joint Joint Coordinates Joint Label X ft X Translational Restraint Y Translational Restraint Z Rotational Restraint deg Temp ft F 1 0.0 0.0I Fixed Fixed Fixed 0 2 0.0 13.50 I 0 3 0.0 28.0 0 3b 0.0 34.0 0 4 0.0 40.0 0 5 3.50 0.0 Fixed Fixed Fixed 0 6 3.50 13.50 0 7 3.50 28.0 0 8 I 3.50 40.0 _ 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Property Label LLength I End J End Label p HY I Joint J Joint ff x y z irotaUo•i! x y z irolatbn) 1-2 ColLine 1 1 2 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 1-5 BRACE 1 6 13.946 Fixed Fixed Pinned Fixed Fixed Pinned 2-3 ColLine 1 2 3 14.600 Fixed Fixed Fixed Fixed Fixed Fixed 2-6 BmLvl 1 2 6 3.500 Fixed Fixed Fixed Fixed Fixed Fixed 3-4 ColLine 1 3 3b 6.000 Fixed Fixed Fixed Fixed Fixed Fixed 3.7 BmLvl2 3 7 3.500 Fixed Fixed Fixed Fixed Fixed Fixed 3b-4 ColLine 1 3b 4 6.000 Fixed Fixed Fixed Fixed Fixed Fixed 4.8 BmLvl3 4 8 3,500 Fixed Fixed Pinned Fixed Fixed Pinned 5-6 ColLine 2 5 6 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 6-7 ColLine 2 0 7 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 7-8 ColLine 2 1 7 8 1 12.000 1 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths I Slenderness Factor AISC Bending&Stability Factors Label Lu:z ft Lu:y 1 K:z K:y Cm Cb 1-2 13.500 13.500 1.00 1.00 Internal Internal 1-5 13.946 13.946 1.00 1.00 1.000 1.000 2-3 14.500 14.500 1.00 0.65 internal Internal 2-6 3.500 3.500 1.00 0.65 Internal Internal 3-4 6.000 6.000 1.00 0.65 Internal Internal 3-7 3.600 3.500 1.00 0.65 Internal Internal 3b-4 6.000 6.000 1.00 1.00 1,000 1.000 4-8 3.500 3.500 1.00 065 Internal Internal 5-6 13.500 13.500 1.00 1.00 Internal Internal 6-7 14.500 14.500 1.00 0.65 Internal Internal 7-8 12.000 12.000 1.00 0.65 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf inldegr ksi Default 1.00 0.000 I 0.000000 I 1.00 Steel 29,000 00 0.490 0.000007 4600 blood 1800.00 0 035 0.000000 000 Wood Material Data... 1 Wood,Not Defined, Density=35.Opcf, FbT= 1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= Member Sections... Prop Label Group Tag Material Area Depth Width Ixx lyy Default Group Default 1.0 inA2 0.0 in 00 in 1.0 in"4 10 in14 HSS6x6x518 ColLine 1 Steel 11.70 inA2 60 in 60 in 55,20 in"4 55 20 inA4 HSS6x6x518 ColLine 2 Steel 11.70 inA2 6.0 in 6 0 in 55.20 in^4 55.20 in"4 i Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:28AM 2-D Frame IrQg10NEDRt-1WETWOR-11PROJEG-ft8000.8-118163-0-1419oWl-1f8163-Front Canopy Steel Frame ec6 Sottwarecap ' MENERCALC,INC 1983.2018,Brild:10.18.1213 KW-06011301 Licensee : STRUCTURAL Description: FRAME#2-[SERVICE LEFT TO RIGTH LOADING] Member Sections... Prop Label Group Tag Material Area Depth Width Ixx lyy HSS10x6x518 BmLvl 1 Steel 16.40 in"2 10.0 in 6.0 in 201.0 in^4 89.40 in"4 HSS10x6x5/8 BmLvl 2 Steel 16.40 in"2 10.0 in 6.0 in 201.0 in"4 89.40 in^4 HSS6x6xll4 BmLvl 3 Steel 5.240 in"2 6.0 in 6.0 in 28.60 in^4 28.60 in"4 HSS6x6x1/4 J BRACE Steel 5.240 in"2 6 0 in 6.0 in 28.60 in^4 28.60 in"4 Member Point Loads.... Note: Loads labeled"Global Y"act downward(in"-Y"direction) Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 2-6 Global X 0 ft 0.240 0.1440 k 3-7 Global X 0 ft 0.2630 0.0510 k Member Distributed Loads.... Note- Loads labeled"Global Y" act downward fin "-Y"direction) Member Load Load Extents Start Load Magnitude Label Direction End ft i Dead Roof Live Live Snow Seismic Wind Earth 2-6 Global Y 0.01 Start Mag 0.070 k/ft 3.501 End Mag 0.070 k/ft 3-7 Global Y 0.01 Start Mag 00840 klft 3,501 End Mag 0.0840 k/ft Stressistrength Load Combinations ASCE 7-10 Load Combination Cd 0.2'Sde Load Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H 0.9 1.0 1 p +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 1.0 +D+0.75OLr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0,750S+H 1.15 1.0 0.750 0.750 1.0 +D+O 60W+H 1.6 1.0 0.60 1.0 +D+0.70E+H 0.9 1.0 0.70 1.0 +D+0 75OLr+0.750L+0.450W+H 1.6 1.0 0 750 0 750 0 450 1.0 +D+O 750L+0.750S+0.450W+H 1.6 1.0 0 750 0.750 0 450 1.0 +D+0.750L+0.7508+0.5250E+H 1.15 1.0 0 750 0 750 0.5250 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0,60 0.60 +0.60D+0.70E+0.60H 0.9 0.60 _ 070 0.60 Automatically Apply 100%of member self mteipht as D in the-Global Y direction Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 10 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.75OLr+0,750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.7508+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.75OLr+0.750L+0 450W+H 1.0 0.750 0.750 0 450 1.0 +D+0.750L+0.7508+0 450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.7508+0.5250E+H 1.0 0.750 0.750 05250 1.0 +0 60D+0.60W+0.60H 060 0.60 0.60 +0.60D+0.70E+0.60H 0,60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Oniv 1.0 Plan Review By SAFEBuilt `STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:28AM izgg10NEDR1-RNEIW0R-11PROJEC-iWM-8-11$163 D-"193501-118163-From Canopy Steel Frame ec6 2-D Frame Software o00 1 ENERCALC,WC fW-2018.Build 10 18 1213 T;P Description: FRAME#2-[SERVICE LEFT TO RIGTH LOADING] E only Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer. Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:28AM 2-D Frame lWq%0NEDRl-11NE-tWOR-t1PROJEC-118000.8-lie 163-0-11190501-118163•Fra i Campy Slee)From ec6 Softvrare hl ENERCALC,1NC 1983-2018,BUild 10 18 12 13 101 • • Description: FRAME#2-[SERVICE LEFT TO RIGTH LOADING] Reaction Load Combinations ASCE 7-10 Load Combination Load Comb n on actors Description Dead Roof Live Live Snow Wind Seismic Earth H Only Automatically Apply 100%of member self weight as D in the-Global Y direction. Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:28AM iaMIONEDRI-11NETWOR-1"OJEC-118000.8-118163.0-11190501-118163-Fruni Canopy5tee!Fm"ed 2-D Frame Software 1 EI, RCALC,INC. 1983.2018.Build:1018A2.13 r .r r Description: FRAME#2-[SERVICE LEFT TO RIGTH LOADING] Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+O 750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.760 0 750 0,450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0 750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1,0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 1.0 H Only Automaticallv Apply 100%of member self-weiqht as D in the-Global Y direction. Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label I X Y Z in in Radians 1 - 0.0 0.0 00 Max E Only E Only 1 0.0 0.0 0.0 Min 40+H +D+H 2 0.01424 0.000538 -0000070 Max E Only E Ony +D+H 2 0.003458 -0.000856 -.0000620 Min +D+H +O+H E ony 3 0.06213 0.000814 -.0000060 Max E Only E Only +O+H 3 0.003817 -0.001390 -.0000740 Min +O+H +D+H E Only 3b 0.06746 0.000814 -.0000010 Max E Only E Only +D+H 3b 0.004069 -0 001473 -.0000740 Min +D+H +D+H E Only 4 0.07279 0.000814 0.0 Max E Only E Ony +D+H 4 0004066 -0.001505 -.0000740 Min +D+H +D+H E Only 5 0.0 0.0 0.0 M ax +D+o 70E+H W ony 5 0.0 0.0 0.0 Min WOny +D+070E+H 6 I 0.01421 -0.000460 .0000020 Max E Only W Only +D+H 6 ! 0.003459 -0.001941 -.0000620 Min +D+H +D+o 70E+H E Only 7 0,06212 -0.000514 .0000030 Max E only W ony +D+H 7 0.003817 -0.002669 -.0000740 Min +D+H +D+070E+H EOny Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:28AM 2-D Frame IWg10NEDRt-11NETWOR-11PROJEC-iMW.8-11B163•D-11190501-118163-Front Canopy Steel Frana.ec6 Softweeoo ht ENERCALC.INC 1983.2018,Buiid10.18.1213 KIJV-06011301 Description: FRAME#2-[SERVICE LEFT TO RIGTH LOADING] Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 8 0.07279 -0.000514 -0000040 Max E Only W Only +D+H 8 0.004066 -0.002784 -.0000740 Min +D+H +0+070E+H EOny Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft 1 0.004244 2.213 Max +D+H +D+H -0-4983 -3.030 Min E Ony E only 2 Max Min 3 Max Min 3b Max Min 4 Max Min 5 -0.002676 4.334 Max WOny +D+O 70E+H -0.007534 09634 Min +D+D70E+ti Wony 6 M ax Min T Max Min 8 Max Min Extreme Member End Forces Only Load Combinations giving maximum values are listed Member" I"End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft _ k k k-ft 1-2 2.850 0.006012 0.0 0.1264 0.001698 0.08116 Max +0-0 70E+H +D+O 70E+H +D+H +O 60D+0 70E+0 60H +0 60D-0 70E+0 60H +IX 70E+H 12 0.4489 -0.001698 0.0 -2.312 -0.006012 -0.02292 11-7 +O 60D+0 70E+0 60H +0 6OD-0 TOE+O 60H +D+H +0.0 70E+H +D+O 70E+H +0 6OD-0 70E+0 60H 1-5 1525 0.03120 0,0 1.469 0.03120 0.0 Max +0-0 70E+H +D+O 750L+015OS-0 5250E +D+H +0+0 70E+H +D+O 70E+H +D+H Plan Review By SAFEBuilt 18TRUCTGRAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:28AM lepglONFDRI-11NETWOR-lTROJEC-l16000-8-1�A163-0--11190501-118163-Front Canopy Steel Frame eO 2-D Frame Software hl E11 Q ALC.INC.1963-2018,l3uild10.181213 i r r • Description: FRAME#2-[SERVICE LEFT TO RIGTH LOADING] Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label I Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 1-5 -1.288 0.01872 0.0 -1,321 0,01872 00 Min +0 60D+0 70E+0 60H +0 OD+O 6 Wi 601­1 +D+H +0 600-0 70E+D 60H +0 60D-0 70E+0 60H +D+H 2-3 1,708 0.09033 0.6612 -0.07432 0.09486 0.6485 Max +D-0 MEW +0 60D-4 70E+0 60H +0 60D+0 70E+0 60H +0 6013+0 70E+0 60H +0.0 70E+H +0 60D+0 70E+0 60H 2-3 0.4207 -0.09486 -0.6943 -1.131 -0.09033 -0.6812 Min +0 600+0 70E+0 60H +D-0 70E+H +D-0 70E+H +13-0 70E+fi +0 60D+0 70E+0 60H +D-D 70E+H 2.6 0.08539 0.6042 0.7089 0.2622 0.6572 0.6722 Max +0 601)+0 70E+0 60H +D-0 70E+H +0 6OD-0 70E+0 60H +0.0 70E+H +D+O 70E+H +0 6OD-0 70E4 60H 2-6 -0.09424 -0.2943 -0.7341 -0.2534 -0.2625 -0.7954 Min +D-0 70E+H +0 60D+0 70E+0 60H +D+O 70E+H +0 60D+0 70E+0 60H +0 6OD-0 70EA OH +D+O 70E+H 3.4 0.5090 -0.000649 -0.007787 -0.1620 0.001093 0.006559 +l•1ae +D+O 70E+H +0 60D-0 70E+0 60H +0 OD-0 70E+0 OH +0 60D-0 70E+0 60H +D+O 70E+H +0+0 70E+H 3-4 0.3054 -0,001093 -0.01312 -0.2701 0-000649 0.003893 m;n +0 60D-0 70E+0 60H +D+O 70E+H +0+0 70E+H +0+0 70E+H +0 6CD-0 70E+0 60H +0 6OD-0 70E+0 60H 3-7 0-09377 0.6220 0.6942 0.09102 0.6226 06405 ,fax +D-0 70E+H +D-0 70E+H +0-0.70E+H +0 60D-0 70E+0 60H +0+0 70E+H +0 600-0 70E+0 60H 3-7 -0.09099 -0.2310 -0.6406 -0,09381 -0,2307 -0.6956 Min +0 6OD+D 70E+0 60H +0 60D+0 70E+0 60H +0 60D+0 70E+0 60H +0+0 70E+H +0 60D-0 70E+0 60H +0+0 70E+H 3b-4 0.2701 -0.000649 -0.003893 -0.01872 0.001093 0.0 Max •t -0 750L+0 750S+0 5250E +O 6OD-0 7OE+0 60H +0 6OD-0 70E+0 60H +0 60D+0 60W+0 60H +0+0 70E+H +0 6OD-0 70E+0 60H 3b-4 0.1620 -0.001093 -0.006559 -0.03120 0.000649 0.0 M J, +O 600+0 60W+O 60H +D+O 70E+H +D+O 70E+11 +D+O 750L+0 750S+0 5250E +O 60D-0 70E+0 60H +D+O 750LA 750S+0 5250E 4-8 0.001093 0.03120 0.0 -0.000649 0,03120 0.0 h-lax +0+0 70E+H +D+H +D+H +0 6D-0 70E+0 60H +D+H +O+H 4-8 0.000649 0.01872 0.0 -0.001 D93 0.01872 00 Min +0 6111-0 70E+0 60H +0 60D+0 60W+0.60H +D+H +D+O 70E+H +0 60D+0 60W+0 60H +O+H 5-6 4.334 0.007534 0.0 1.116 0.000744 0.1017 Max +D+O 70E+H +0+0 70E+H +D+H +0 6OD-0 70E+0 60H +0 6OD-0 70E+0 60H +D+D 70E+H 5-6 -0.7931 -0.000744 0.0 -3.796 -0.007534 -0.01004 Min +0 60D-0 70E+0 60H +0 60D-0 7OE+0 60H +D+H +D+O 70E+H +D+O 70E+H +0 6OD-0 70E+0 60H 6-7 1.709 0.09491 0.6936 -0.07467 0.09037 0.6825 Max +D+O 70E+H +0+0 70E+H +D+O 70E+H +0 6OD-D 70E+0 60H +0 OD-D 70E+0 60H +O+D 70E+H 6-7 0.4210 -0.09037 -0.6622 -1.132 -0.09491 -0.6483 ,ylin +0 60D-0 70E+0 60H +0 60D-0 70E+0.60H +0 60D-0 70E+0 60H +D+O 70E+H +DA 70E+H +0 6OD-0 70E+0 60H 7 t3 +0 75OLr+0 750L+0 4 OW 10 0+0+0 70E+H +D+O 70E+H +0 60D+0 70E+0 60H +0 Max -0 60 0070E+0 0HH +D+O 750L+O 750S+0 525250E 7-8 0.3054 0.000649 0007787 -0.03120 -0.001093 0.0 Min +0 60D+0 70E+0 60H +0 6OD-0 70E+0 60H +0 60D-0 70E+0 OH +D+O 760Lr+O 75OL+0 4600 +D+O 70E+H +D-0 70E+H Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 1-2 -0.12641< 13.50 ft 0-02292 k-ft 13.60 ft 0.006012 k 0.0 ft Max +0 60D+0 70rE+0.60H +0 6OD-0 ME+0 60H U+O!UL+h' 1-2 -2.850k 0.0 ft -0,08116 k-ft 13.50 ft ! -0.001698 k 0.0 ft min +D-G 70F+H +D+O 70E=r i ` +U 60D-0 70E+0 60M 1-5 1.469 k 13.946 ft 0.005220 k-ft 13.662 ft I 0.03120 k 0.0 ft Max +D+0 70E+H 10 601),0 60M U 60H FD W 7bUL+G 750S 0 52501 H 1-5 -1.525k 0.0 ft I 0.1087 k-ft 7.115ft 0.03120 k 13.946 ft Min +D-U 70E-h' +D+O 75OL-0 75OS-0 5250E+H +D+0.70E+H 2-3 -0 07432 k 14.50 ft 0 6812 k-ft 14.50 ft 0.09033 k 0.0 ft Max 0 60D+0 70E+0 60H +D-0 70E+.4 +0 60D+0 70E+u 60H 2-3 -1.708k 0.0 ft I -0.6943k-ft 0.0ft -0.09486 k 0.0 ft Mtn +D-G 70E=N +C-0 70E+H C-0 7UE+.H 2-6 Max 0.2622 k +D-v'70E-H +D+O 70E+,H 0 0 ft I 0.7954 k-ft 3.50 ft 0.6042 k +0-0 70C+1 f 0.0 ft Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:28AM 2-D Frame tapglONEDRI-11NETWOR-11OROJEC-11800D-8-118163A-41190501-118163-Fmmnl Calm Steel Freme.ec6 SoRa2recop==RCALC,INC 1983-2018,Build:10.18.12.13 Description: FRAME#2-[SERVICE LEFT TO RIGTH LOADING] Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 2-6 -0.2534k 0.0 ft -0.7341 k-ft O.Oft 46572 k 3.50 ft Min +0 600+0 70F+0 60H +D+O 70c+N +D+O 70E+Fi 34 -0,1620k 6.0 ft -0.003893 k-ft 6.0 ft -0.000649 k 0.0 ft Max +0 600-0 70E+0 60H +u 6UD-010E+0 60H -O 600-0.70E+0.60H 3-0 -0.5090k 0.0 It -0.01312 k-ft 0.0ft -0.001093 k 0.0 ft Min +D+O 70E+H +D+O 70E+H r U rO ME FH 3-7 0.09102k 0.0 ft 0.6956 k-ft 3.50 ft 0.6220 k 0.0 ft Max +0 6OD-0 70E+0 60H +D+O 70F+} +D-0 701=+11 3-7 -0.09381 k 0.0 ft -0-6406 k-ft 0.0 ft -0.6226 k 3.50 ft Min +D*O 70E+0 +0 60D+0 70E+0 60,4 +0+0 70E+H 3b-4 -0.01872k 6.0 ft -0.000133 k-ft 5.878ft I 0.000649 k 0.0 ft Max +0 60D+0 60W+0 60H +0-0 70E+H +0 60D-0 70E+0 60H 3bA -0.2701 k 0.0 ft -0.006559 k-ft 0.0 ft I 0.001093 k 0.0 ft Min +D+O 7 50L+0 750S+0 5250E+H FD F0.701:1 +D+O 70F+r' 4-8 I 0 000649 k 0.0 ft I -0.001310 k-ft 0,07143 ft 0.03120 k 0.0 ft Max +0 600-0 70E+0 60:-1 +0 60D,0 60W+0 60)1 +D FN 4.8 -0.001093k 0.0 ft -0.02729 k-ft 1.786 ft 0.03120 k 3.50 ft Min 10,0/OEFH D+H +D+H 5-6 1.1 16 k 13.50 ft 0.01004 k-ft 13.50 R 0.007534 k 0.0 ft Max +0 60D-0 70E+0 60i 1 +0 60D-0 70E+0 60H +D+O 70ErH 5-6 -0.334k 0.0 ft -0.1017 k-ft 13.50 ft -0.000744 k 0.0 ft Min +D+O 70E+H +D+O ME+H +0 60D-0 70E+0.60H 6-7 -0.07467 k 14.50 ft 0.6936 k-ft 0.0 ft 0.09491 k 0.0 ft Max +0 60D-0 70E+O.60H r D FO 701=r h` -1,1=0.70E-H 6-7 -1.709 k 0.0 ft -0.6825 k-ft 14.50 ft -0.09037 k 0.0 ft Min +D*0 70E+N +D+0.70E+11 +0 60D-0 ME F0.60H 7-8 -0.01872 k 12.0 ft 0.01312 k-ft 0.0 ft 0.001093 k 0.0 R Max +C 60D,0 70E 10 60H +0+0 70E+H D+O 70E+14 7-8 -0.5090k 0.0 ft I 0.000159 k-ft 11.756 ft 0-000649 k 0.0 ft Min +D+O 75OLr+O 750L+0 450K1+1q +0 600-0 70E+0.60H FO 60D-0 70E+0 60H Member Stress Checks... Stress Checks per AISC 360-10&NDS 2015 Member Section Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios Label Label 7 Material Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) 1-2 ColLine 1 Steel +0.070E+H 0.013 PASS 0.00 D-C iOc•H 0 000 PASS 0.00 1-5 BRACE Steel +D-070E+H 0.015 PASS 0.00 +D+O.70E+H 0.001 PASS 13.95 2-3 ColLine 1 Steel +0-07DE+H 0.017 PASS 0.00 +0-0.70E+H 0.001 PASS 0.00 2-6 BmLvl 1 Steel +D+O 70E+H 0.007 PASS 3.50 +D470E+H 0.004 PASS 3.50 3A ColLine 1 Steel +D+O 70E+H 0.001 PASS 0.00 +0+0 70E+H 0.000 PASS 0.00 3-7 BmLvl 2 Steel +D+O 70E+H 0 006 PASS 3.50 +D+o.70E+H 0.004 PASS 3.60 3b-4 ColLine 1 Steel +D+O 71E+H 0 001 PASS 0,00 +D+0.70E+H 0.000 PASS 0.00 4-8 BmLvl 3 Steel +D+O 70E+H 0.001 PASS 1.79 +D+H 0.001 PASS 0.00 5-6 ColLine 2 Steel +D+O 70E+H 0.020 PASS 000 +D+o-70E+H 0,000 PASS 0.00 6-7 ColLine 2 Steel +D+070E+H 0.017 PASS 0.00 +D+0.70E+H 0.001 PASS 0.00 7-8 ColLine 2 Steel +D+O 70E+H 0.001 PASS 0.00 +D+O 70E+H 0.000 PASS 0.00 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: 5DA#8163 Project Descr: Printed: 7 MAY 2019, 9:28AM tapa10NE0R:-11NETN0R-t1PROJEC-1180C0.8-118163.0-11190501-118163-Front Canopy Steel Frame.eC6 2-D Frame Software IiohtENERCALC INC.19n2018.BuftW 1&1213 DESIGN ASSOCIATES Description: FRAME#2-[SERVICE LEFT TO RIGTH LOADING] BmLvl 3 CoU e_1 C01L le 2 Co1Lr' e 1 BmLvl 2 ColLi e 1 CoiLF 1e 2 BmLv! 1 COIL 1eBR CMILi 102 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Desor: Printed: 7 MAY 2019, 9:15AM 2'D Frame 1eP910NEDRI-iWETWOR-lMOJEC-118000-8-118163.0-11190601-118163-Frcnt Cerx"Steel Frame.ec6 So wareoggtght ENERCALC.INC 1983.2018,Build:110.181213 KW-0601 1301ASSOCIATES Description: FRAME#2-(ULTIMATE LEFT TO RIGTH LOADING] Joints... Joint Joint Coordinates Joint Label XS ft X Translational Restraint ( Y Translational Restraint I Z Rotational Restraint Tdeemp 1 0.0 0.0 Fixed Fixed Fixed 0 F 2 0.0 13.50 0 3 0.0 28.0 0 3b 0.0 34.0 0 4 0.0 40.0 0 5 3.50 0.0 Fixed Fixed Fixed 0 6 3.50 13-50 0 7 3.50 28.0 0 8 3.50 40.0 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Property Label Length I I End I J End Label I Joint J Joint h x y z (rotation) x yz (rotation) 1-2 ColLine 1 1 2 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 1-5 BRACE 1 6 13.946 Fixed Fixed Pinned Fixed Fixed Pinned 2-3 ColLine 1 2 3 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 2-6 BmLvl 1 2 6 3.500 Fixed Fixed Fixed Fixed Fixed Fixed 3-4 ColLine 1 3 315 6.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BmLvl2 3 7 3.600 Fixed Fixed Fixed Fixed Fixed Fixed 3b4 ColLine 1 3b 4 6.000 Fixed Fixed Fixed Fixed Fixed Fixed 4-8 BmLvl3 4 8 3.500 Fixed Fixed Pinned Fixed Fixed Pinned 5-6 ColLine 2 5 6 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 6-7 ColLine 2 6 7 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 7-8 ColLine 2 7 8 12.000 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors I AISC Bending&Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 1-2 13.500 13.500 1.00 1.00 Internal Internal 1-5 13.946 13.946 1.00 1.00 1.000 1.000 2-3 14.500 14.500 1.00 0.65 Internal Internal 2-6 3.500 3.500 1.00 0.65 Internal Internal 3-4 6.000 6.000 1.00 0.65 Internal Internal 3-7 3.500 3,500 1.00 0.65 Internal Internal 3b-4 6.000 6 000 1-00 1.00 1.000 1,000 4-8 3.500 3.500 1.00 0.65 Internal Internal 5-6 13.500 13.500 1.00 1.00 Internal Internal 6-7 14 500 14.500 100 0.65 Internal Internal 7-8 12.000 12.000 1.00 0.65 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf irUdegr ksi Default 1.00 I 0.000 0,000000 1.00 Steel 29.000.00 0.490 0.000007 46.00 Wood 1.800.00 _ 0.035 0000000 0 00 Wood Material Data... Wood,Not Defined, Density=35.Opcf, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1804ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= Member Sections... Prop Label Group Tog Material Area Depth Width Ixx lyy Default Group Default 1.0 inA2 0.0 in 0.0 in 1.0 in"4 1.0 inA4 HS86x6x5/8 ColLine 1 Steel 11.70 inA2 6.0 in 6.0 in 55.20 in"4 55.20 inA4 HSS6x6x5/8 ColLine 2 Steel 11.70 inA2 6.0 in 6.0 in 55.20 in^4 55.20 inA4 Plan Review By SAFEBuilt YSTRUCTWRAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA*8163 Project Descr: Printed: 7 MAY 2019, 9:15AM tepglONEDRw1U4ETWOR-11PROJECT118WO-B-116163-0-1119MO1-118163-Fmi(campy Steel Freme e6 2-D Frame SotMware22 h1ENERCALC.INC.1983.2018.Build:1018.Q13 KW-06011301 Description: FRAME#2-[ULTIMATE LEFT TO RIGTH LOADING] Member Sections... Prop Label Group Tag Material Area Depth Width Ixx lyy HSS10x6x5/8 BmLvl 1 Steel 16.40 inA2 10.0 in 6.0 in 201.0 in^4 89.40 in^4 HSS10x6x5/8 BmLvl 2 Steel 10.40 inA2 10 0 in 6.0 in 201.0 inA4 89.40 in"4 HSS6x6x1/4 BmLvl 3 Steel 5.240 in^2 6.0 in 6.0 in 28.60 in"4 28 60 in"4 H886x6x1/4 BRACE Steel 5.240 in^2 6.0 in 6.0 in 28 60 inA4 28.60 in^4 Member Point Loads.... Note: Loads labeled "Global Y"act downward(in"-Y"direction) Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 3-7 Global X 0 ft 0.2630 0.0760 k 2-6 Global X 0 ft 0.240 0.2050 k Member Distributed Loads.... Note: Loads labeled "Global Y"act downward lin"-Y"direction Member Load Load Extents Load Magnitude Label Direction Start ft Dead Roof Live Live Snow Seismic Wind Earth End 2-6 Global Y 0.0 Start Mag 0.070 klft 3.50 End Mag 0.070 k/ft Global Y 0.0 Start Mag 0.0840 k/ft 3.50 End Mag 0.0840 k/ft Stress/Strength Load Combinations ASCE 7-10 Load Combination Cd 0.2"Sds* Load Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 1.0 +D+0.75OLr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+O 750L+0.7505+H 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+0.70E+H 0.9 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.6 1.0 0.750 0.760 0 450 1.0 +D+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.15 1.0 0.750 0 750 0.5250 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.9 0.60 0.70 0.60 Automatically Apply 100%of member self-weight as D in the-Global Y direction. Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0,75OLr+0.750L+H 1.0 0.750 0,750 1.0 +D+O 750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+O 70E+H 1.0 070 1.0 +D+0.750Lr+0,750L+0.450W+H 1.0 0 750 0.750 0 450 1.0 +D+0.750L+0750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0,750L+0.750S+0.5250E+H 1.0 0.750 0 750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES ProJect Title: DANTRAWL INC Engineer: Protect ID: SDA#8163 Project Descr: _ Primed: 7 MAY 2019, 9:15AM 2-D Frame lap©IONEDRI-iWETWOR-IIOROJEC-1SM-8-•%8163-0-itig 0t-118163.FrontCanopySleelFremeec6 SolMZ aopy IgM ENERCALC,INC 1?83.2018,Build-1 0 18 12 13 STRUCTURALeASSOCIATES Description FRAbIE#2-[ULTIMATE LEFT TO RIGTH LOADING:,} E Only ( 1.0 Plan Review By SAFEBuilt ,fTRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Prinied: 7 MAY 2019, 9:15AM fopglONEDRI-11NETWOR-1WROJEC-It8000.8-118163-03-n190501-118163-Fmni Cam SleetF+Bmeec6 2-D Frame so#Iwxe chi ENERC&C.INC 1983.2018.auM 10 18 1213 KVV-06011301 Description: FRAME#2-[ULTIMATE LEFT TO RIGTH LOADING] Reaction Load Combinations ASCE 740 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth H Only i 1 1.0 Automatically Apply 100%of member self-weight as D in the-Global Y direction. Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:15AM 2-D Frame isWONEDRI-114ETWOR-1wROJEC-118000.8-R81634)-11190601-118163-FW Canopy Steel Frame ec6 Sa;;;oop ' htFINERCALC.INC.1983.2018,WK10.18.i2.i3 Description: FRAME#2-[ULTIMATE LEFT TO RIGTH LOADING] Deflection Load Combinations ASCE 740 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth «D+41 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1,0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0-750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0 750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Automatically Apply 100%of member self weight as D in the-Global Y direction. Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 1 0.0 0.0 0.0 Max E Ony E Ony 1 0.0 0.0 0.0 Min +D+H +D+H 2 001424 0 000538 -.0000070 Max E Only E Ony +D+H 2 0.003458 -0 000856 -.0000620 Min +D+H +D+H E Only 3 0.06213 0.000814 -.0000060 Max E Ony E Ony +D+H 3 0.003817 -0.001390 -.0000740 Min +D+H +D+H E Ony 3b 0.06746 0.000814 -.0000010 Max E Only E Only +D+H 3b 0.004069 -0.001473 -.0000740 Min +D+H +D+Fi E Ony 4 0.07279 0.000814 0.0 Max E Only E Only +D+H 4 0.004066 -0.001505 -.0000740 Min +D+H +D+H E Only 5 0.0 0.0 0.0 Max +0+070E+H W Ony 5 0.0 0.0 0.0 Min W Only 40+070E+H 6 0.01421 -0.000668 .0000020 Max E Ony W Ony +D+H 6 0.003459 -0.001941 -.0000620 Min +D+H +0+070E+H E Ony 1 0.06212 -0 C00748 .0000030- Max E Ony W Only +D+H 7 0.003817 -0.002669 -_0000740 Min +D+H +0+070E+H E Ony Plan Review By SAFEBuilt ,STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:15AM fapglONEDRI-1WETWOR-1�PROJECC-11B000.8-11B i63•D-1119C501-1t,8163-Front Canopy Steel Frame ec6 2-D Frame Sotmcup M ENERCALO INC.19M-2018,Baild:10.1812.M . Lic.#:KW-06011301 Licensee:STRUCTURAL DESIGN ASSOCIATES-- Description FRAME#2-[ULTIMATE LEFT TO RIGTH LOADING) Extreme Joint Displacements only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in In Radians 8 0.07279 -0 600748 -.0000040 Max E Only W Only +D+H 8 0.004066 -0,002784 -.0000740 Min 4D+H +D+O 70E+H E Only Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft 1 0.004244 2.213 Max +D+H +D+ti -0,4983 -3.030 Min E Only E ony 2 Max Min 3 Max Min 3b Max Min 4 Max Min 5 -0.003814 4.334 Max W ony +D+O70E+H -0.007534 1.399 Min +0+070E+H W Only 6 Max Min 7 Max Min 8 Max Min Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label I Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 1-2 2 850 0.006012 0 0 -0-1264 0.001698 008116 'Wax +D-0 70E+H +D+O 70E+H +D+H +0 60D+0 70E+0 60H +0 60D-0 70E+0 60H +D+O 70E+H 1-2 0.4489 -0.001698 0.0 -2-312 -0.006012 -0.02292 Mi'l +0 60DA 70E+0 60H +0 50D-0 70E+0 60H +D+H +0-0 70E+H +04 70E+H +0 60D-0 70E+0 60H 1-5 1.525 0.03120 0.0 1.469 0.03120 0.0 +D-0 70E+H +D+O 7501_+0 750S-0 5250E +D+H +D+O 70E+H +D+O 70E+H +D+H Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:15AM 2-D Frame Iapg%ONEDRI-11NEnvOR-ttPROJEC-lt80008-1t8163.D-11190501-ItB163-FrontCarapy Steel Frerre.ec6 Software roP , ht ENERCALC.INC.1983.2018.Build:10.18.12.13 t.r r Description: FRAME#2-[ULTIMATE LEFT TO RIGTH LOADING) Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 1-5 I -1.288 0.01872 0.0 -1.321 0,01872 0.0 Min +O 60D+0 70E+O 6OH +0 6OD+0 70E+0 60H +D+H +0 60D-0 70E+0 60H +0 60D+0 6OW+0 60H +D+H 2-3 1.708 0.09033 0.6612 -0 07432 0.09486 0-6485 Max +D-0 70E+H +0 6OD+0 70E+0 60H +0 60n+0 TOF+O 60H +0 6OD+0 70E+O 60H +D-0 70E+H +0 6013+0 1DF+0 60H 23 0,4207 -0,09486 -0.6943 -1.131 -0,09033 -0.6812 ,Wii +0 600+0 7OE+0 60H +D-0 70E+H +D-0 70E+H +D-0 TOE4i +0 60D+0 70E+0 60H +D-0 70E+H 2-6 0,08539 0.6042 0.7089 0.2622 0.6572 0.6722 Max +0 6OD+0 7OE+0 60H +D-0 70E+H +0 60D-0 70E+0 60H +D-0 70E+H +0+0 70E+4i +0 60D-0 70E+0 60H 2.6 -0.09424 -0.2943 -0.7341 -0.2534 -0.2625 -0.7954 Min +D-0 70E+H +0 GOD+0 70EA 60H +D+O 70E+H +0 60D+O 70E+O 60H +0 60D-0 70E+0 60H +D+O 70E+H 3-4 0.5090 -0-000649 -0.007787 -0-1620 0.001093 0.006559 114ax +D+O 70E+H +O 6OD-0 70E+0 60H +0 60D-0 70E+0 60H +0 60D-0 70E+0 60H -"70E+H +0+0 70E+H 3-4 0.3054 -0.001093 -0.01312 -0.2701 0.000649 0.D03893 Min +0 6OD-0 70E+O 60H +D+O 70E+H +D+O 70E+H +D+O 70E+H +0 6OD-0 70E+0 60H +0 60D-0 70E+O 60H 3-7 009377 0.6220 0.6942 0.09102 0.6226 0.6405 Max +D•0 70E+H +D-0 7OE+H +D-0 70E+H +0 600-0 70E+0 60H +D+O 70E+H +0 60D-0 70E+0 60H 3-7 -0.09099 -0-2310 -0.6406 -0.09381 -0.2307 -0.6956 IVY1 +0 6OD+0 7CE+0 60H +0 60D+0 70E+0 60H +0 GOD+0 70E+0 60H +D+O 70E+H +0 60D-0 70E+O 60H +D+O 70E+H 3b-4 0.2701 -0.000649 -0.003893 -0.01872 0.001 D93 0.0 ,,Wax -O 75'1-0 750S+0 5250E +0 60D-0 70E+0 60H +0 60D-0 70E+O 60H +0 60D+O 60W+0 60H +D+O 70E+H +0 6OD-0 70E+0 60H 3b4 0-1620 -0.001093 -0.006559 -0 03120 0.000649 0,0 Min +0 6OD+0 6OW+O 60H +D+O 70E+H +D+O 70E+H +D+O 750L+0 75094 5250E +0 60D-0 70E+0 60H +D+O 750L+0 7505+0 5250E 4-8 0-001093 0.03120 0.0 -0-000649 0.03120 0.0 hfav +D+O 70E+H +D+H +D+H +O 60D-0 70E+0 60H +D+H +D+H 4-8 0,000649 0.01672 0.0 -0.001093 0.01872 0.0 ll.4ni +0 6OD-0 70E+0 60H +0 60D+0 60W+0 60H +O+H +D+O 70E+H +0 60D+0 60W+0 60H +D+H 5-6 4.334 0.007534 0.0 1.116 0,000744 0.1017 p,fr x +D+O 7DE+H +D+O 70E+H +D+H +0 600-0 70E+0 60H +0 60D-0 70E+0 60H +D+O 70E+H 5-6 -0.7931 -0.000744 0.0 -3.796 -0.007534 -0.01004 Min +0 60D-0 70E+0 60H +0 60D-0 70E+0 60H +D+H +D+O 70E+H +D+O 70E+H +0 60D-0 70E+0 60H 6.7 1.709 0.09491 0.6936 -0.07467 0.09037 0.6825 ,Wax +D+O 70E+H +D+O 70E+H +D+O 70E+H +O 60D-0 70E+0 60H +0 60D-0 70E+0 60H +D+O 70E+H 6-7 0,4210 -0,09037 -0.6622 -1.132 -0.09491 -0.6483 min +0 6OD-0 70E+0 60H +0 6OD-0 70E+O 60H +0 6OD-0 70E+0 60H +D+O 70E+H +D+O 7OE+H +0 6OD-0 70E+0 60H 7-8 0.5090 0.001093 0.01312 -0,01872 -0 000649 0.0 Max +D+O 60W+H +0+0 70E+H +D+O 70E+H +0 60D+0 70E+0 60H +0 60D-0 70E+0 60H +D+O 750L+0 750S+0 5250E 7-8 03054 0.000649 0.007787 -0.03120 -0 001093 0.0 Min +0 60D+O 70E+0 60H +0 60D-0 70E+0 60H +0 60D-0 70E+0 60H +D+O 60W+H +D+O TOE+H +D-0 70E+H Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 1-2 41264k 13.50 ft 0.02292 k-ft 13.50 ft 0.006012 k 0 0 ft Max -0.601)+0 70E+0 6pr! +0 GOD-0 70E+0 60H +D+G 70E+r! 1-2 -2.850 k 0.0 ft -0.08116 k-ft 13.50 it I 0.001698 k 0.0 ft Min +0-0 70E+H +D+G 70E+H +0 600-0 70E+0 60H 1-5 I 1.469k 13.946 ft •0.005220 k-ft 13.662It I 0.03120 k 0.0 ft +D+O 70E+H -0 60D+0 70F+O 60,4 +D+O 750L+0 7 Max 5ps-0 5250E+1 r 1-5 -1.525k 0.0 ft -0.1087k-ft 7.115ft ( 0-03120 k 13.946 ft Min +D-0.70F+H 1 L'10 7bOL F O 75OS-0 5250E+H +D+O 70E+4 2-3 -0.07432k 14.50 ft 0.6812 k-ft 14.50 ft I 0-09033 k 0.0 it Max 10 600 F0 10EF0 60H +D-0 70E+H 10 600+0 70E+0 600 2-3 -1.708k 0.0 It -0.6943 k-ft 0.0 ft -0.09486 k 0.0 ft Min +D-u +D-0 70E+H +0-0 70E+y 2-6 I 0 2622 k 0.0 ft 0.7954 k-ft 3.50 ft 0.6042 k 0.0 ft Max 1 +0-0 70F+H +0+0 70E+H +P,-0 70E+H Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAINL INC. Engineer: Project ID: SDA#8163 Project Descr Printed: 7 MAY 2019. 9:15AM IapgIONEDRI-�11NETWOR-11PROJEC--1180Da8-118163-D-1t190501-118163-Front Canopy Steel frame=6 I L-D Frame Software 'ht ENERCALC.INC 1983-2018.6uiId:10.181213 i.i iASSOCIATES Description: FRAME#2-[ULTIMATE LEFT TO RIGTH LOADING] Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 2-6 Min -0.2534k+0 60D+0 70E+0 6c,1 H 0.0 ft -0.7341 k-ft +D+O 70E+y 0.0 ft -0 6572 k +D+O 70E+H3.50 ft 3-4 -0.1620 k 6.0 ft -0.003893 k-ft 6.0 ft -0.000649 k 0.0 ft Max +9.60D-0 70Er0 60H +6 50D-0 70E+0 60H +0 600-0 7,7F+07 6014 3 -0.5090 k 0.0 ft I -0.01312 k-ft 0.0 ft -0-001093 k 0.0 ft Min +D+O 7(�E+H +U+O 7UEFH +D+O 70c+H 3-7 Max +0 60D-0 7DE-+a 60H 0,09102k 0.0 ft 0.6956 k-ft +D+O 70E+h' 3.50 ft 0.6220 k +D-0 70E+H 0.0 ft 3-7 -0.09381 k 0.0 ft 0.6406 k-ft 0.0 It -0 6226 k 3.50 ft Min +D10 70E+H +0 69D+0 70E+0 60.H +D+O 70E+H 3b-4 -0.01872k 6.0 ft I -0.000133 k-ft 5.878 ft -0.000649 k 0.0 ft Max +0 60D+6 60W+0 60H +D-0 70E+H +0 6OD-0 70E+0 6011 3b-4 -0.2701 k 0.0 ft I -0,006559 k-ft 0.0 ft -0.001093 k 0.0 ft Min +D+O 750L+O 750S+O 5250E+H +D+O 70E+A' +D+O 70F+N 4-8 -0.000649 k 0.0 ft I 0.001310 k-ft 0.07143 ft 0.03120 k 0.0 ft Max +0.60D-0.70E�O 66H 10 60D+0 60 W+U 60H +D+,H 4-8 -0.001093k 0.0 ft -0.02729 k-ft 1.786ft -0,03120 k 3.50 ft Min +D+O 70E+11 +D+H +D+H 5-6 1.1 16 k 13.50 ft 0.01004 k-ft 13.50 R 0 007534 k 0.0 ft Max yO 6OD-0 70E+0 60H +0 60D-0 70E-0 60H +D+O 70E+H 5-6 -4.334k 0.0 ft -0.1017 k-ft 13.50 ft -0.000744 k 0.0 ft Min +D+0 70E+H +D+O 70E+H +0 6OD-0 70E+0 601 6-7 I -0.07467 k 14.50 ft 0.6936 k-ft 0.0 It 0.09491 k 0.0 ft Max +0 60D-0 70E+6 60H +D+O 70E+H +D+O 70E-H 6-7 I 1.709k 0.0 ft -0.6825 k-ft L1 0 lUE F 14.50 ft -0.09037 k)GPD 0 70Er0 60H 0.0 ft Min 1 L) 0fOE t 1i 7-8 I 0.01872 k 12.0 ft 0.01312 k-ft 0.0 ft I 0.001093 k 0.0 ft Max +0 60D+0 70E+a 600 +D+9.70E+,H +D+O 70E+H 7-8 I 0.5090 k 0.0 ft 0.000159 k-ft 11 755 ft I 0.000649 k 0.0 ft Min +E,+O E0W+;; +0 600-0 70E-060H tO 600-0 70E+0 60H Member Stress Checks.,. Stress Checks per AISC 360-10&NDS 2015 Member Section Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios Label Label Material Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (R) 1-2 ColLine 1 Steel +D-D 70E+H 0.013 PASS 0.00 +D+0 70E+H 0.000 PASS 0.00 1-5 BRACE Steel 40-070E+H 0.015 PASS 0.00 +D+070E+H 0.001 PASS 13.95 2-3 ColLine 1 Steel +D-0 TOE+H 0.017 PASS 0.00 +D-0 70E++i 0.001 PASS 0.00 2-6 BmLvl 1 Steel +D+OTOE+H 0.007 PASS 3.50 +D+O7OE+H 0.004 PASS 3.50 3-4 ColLine 1 Steel +D+D 70E+H 0.001 PASS 0.00 +D+o 70E+H 0.000 PASS 0.00 3-7 Bml_v{ 2 Steel +D+070E+H 0.006 PASS 3.50 +D+070E+H 0.004 PASS 3.50 3154 ColLine 1 Steel +D+a 70E+H 0.001 PASS 0.00 +D+O 70E+H 0.000 PASS coo 4-8 BmLvl 3 Steel +D+o 70E+H 0.001 PASS 1.79 +D+H 0.001 PASS 0.00 5-6 ColLine 2 Steel 40+070E+H 0.020 PASS 0.00 +D+a70E+H 0.000 PASS 0.00 6-7 ColLine 2 Steel +D+a 70E+H 0.017 PASS 0.00 +D+o 70E+H 0.001 PASS 0.00 7-8 ColLine 2 Steel +D+a 70E+H 0.001 PASS 0.00 +DA 70E+H 0.000 PASS 0.00 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed: 7 MAY 2019, 9:15AM 2-D Frame la2gtONEDRI-1lNERVOR-11PROJEC.-118000-8-1t8163-0�-ltl9050 1-118 163-FmnlCamvySteelFreme.ec6 SoBwana I ENERCALC.INC. _0111 KW-06011301DESIGN ASSOCIATES , Description: FRAME#2-[ULTIMATE LEFT TO RIGTH LOADING] BmL_vl 3 —' ColLi e 1 CoILi e 2 CoILi e 1 BmLvl 2 CoILi e 1 CoILi ie 2 11 BmLvl 1 Colb 1eBR COIL,ie 2 40 Plan Review By SAFEBuilt , l� 1^ �riLlCrLIL'al I)E:51gn AtiSOC1afC:S i , J £'ngineering Structures to Lcrsl SDAR163 Feb. 26, 2019 CO VIIV �1 of WAS yc�O Dantrawl Inc. L) ;A 62XX 180" St. NE, Arlington, WA Subject: Panel Reinforcement Review 3438 go SDA Ref. #8163 sYON To whom this may concern: FEB Z 1 2019 Doug Hannam from Port Gardner Architects contacted Structural Design Associates [SDA] on February 25, 2019 at 8:15AM regarding various tilt-up panel reinforcement demarcated in the structural drawings as"VERT. EA FACE TYP.". SDA has reviewed the existing panel reinforcement conditions, as dictated by Port Gardner Architects, and noted the following: 1) The contractor installed panel reinforcement, demarcated on the structural drawings as "VERT. EA FACE TYR", with a single mat comprised of two vertical #5 bars separated by a single#4 horizontal bar. The original design intent required vertical bars to be separated with two separate mats and placed within the vicinity of the cover limit per detail 2/S5.0, dated April 29, 2018. SDA has conducted an analysis of the existing panel reinforcement and determined that the reinforcement arrangement, described above, does not adversely impact the required structural capacity of the panels. This conclusion is based on the following site conditions: a. The vertical clear span between the slab on grade and horizontal spandrel is 19% b. Panel thickness is 7'/4" or greater; c. The reinforcement mat is centered on the panel with a'/z" tolerance; d. Concrete design mix has a minimum 28-day compressive strength of 5,000 psi. 2) The#4 horizontal bar does not provide adequate clearance for the 3/4" aggregate. Adequate clearance is required by the American Concrete Institute Specification to prevent voids, "honeycombing", cracking of the panel, and promote proper reinforcement encasement. The contractors have discussed offsetting the upper vertical bar layer 1-1'/2" in the horizontal direction to allow for adequate clearance. SDA has approved the 1-11/z" offset for the interior panel reinforcement only. The contractor shall note that edge bars must not be offset but still require a minimum clearance of l-1'/2". Reee 3006 Rucker Ave Fverctt,WA 98201 hh: -425-339-0293 Fax:425-252-0916 +ved sysv,.v.sdacverett.com MAR ®4 20V $�I-0 II qZ Ul- Structural Design Associates Engineering Structures to Last o� `*V SR4.41 G3 3) Concrete has been placed for Panel#33. Adequate reinforcement clearance was not provided, per Item#2. The panel must be re-installed with proper reinforcement placement unless in-situ load testing is developed by a licensed engineer; approved by the building official; supervised by a licensed engineer; and successfully demonstrates conformance to the strength and serviceability requirements of the 2015 International Building Code (IBC). Testing results are to be issued to SDA, Port Gardner Architects, and the Building Official. SDA recommends hiring a third-party testing agency who specializes in the development and implementation of in-situ load testing per IBC 1708. The contractor shall be aware that the in-situ test may fail per the criteria specified by the testing agency. If the panel is tested and deemed unacceptable it shall be removed and rebuilt per the drawings. All implications and costs that are associated with testing or rebuilding the panel are the responsibility of the contractor. The engineer and personal responsible for approving the erection procedure/requirements shall be immediately notified of the reinforcement modifications. SDA takes no res onsibiIity for the panel erection. Any discrepancies between the site conditions and the description above shall be reported to the engineer. Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely, Jasper Baarbe, E.I.T. Chris Covi n, P.E. 3006 Rucker Ave I verett,WA 982111 Ph: +25-339-0293 Pas:425-232-0916 w wwsdaeverett.com STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Panel Check Project Descr: Printed:25 FEB 2019,11:57AM ClUs&-sWepg40NEDRI-1WETWOR-11PROJEC-118000.8-118163-0-1119022�-118163-Panel Check.ac6 Concrete Slender Wall Software t ENERCALC.INC.1983-2018.Build:10.18.12.13 KVV-06011301 Description: TYP.PANEL(1st ITERATION) _-Code References Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-16 Generallnformallion _ fc:Concrete 28 day strength = 5.0 ksi Wall Thickness 7.250 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Reber at wall center Min Allow Out-of-Plane Defl Ratio= U 0.0 Ec:Concrete Elastic Modulu: = 4,030.51 ksi Reber"d"distance 3.625 in a, :Lt Wt Conc Factor = 1.0 Lower Level Rebar. Min allow As/bd = 0.0020 Fr:Rupture Modulus = 0.0 psi Bar Size # 5 Using Stiff.Reduction Factor per ACI R.10.12.3 Max Allow As/bd = 0.02125 Bar Spacing 15.0 in Max Pu/Ag=fc* = 0.060 Concrete Density = 144.0 pcf Width of Design Strip = 12.0 in _ One-M V@1l Dimensions A Clear Height = 19.0 ft 6 I B Parapet height = ft Wall Support Condition Top&Bottom Pinned A Fbou attedrmont Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 70.0 psf Wall Weight Seismic Load Input Method ASCE seismic factors entered SDS Value per ASCE 12.111 S DS *1 = 0.7120 Fp=Wall Wt. 0,2848 = 24.778 psf jAuPlied to full"STRIP Width') D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.60 k/fl It STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer. Project ID: SDA#8163-Panel Check Project Descr: Printed:25 FEB 2019,11:57AM =CUlserslsdepglON®RI-1WETWOR-11PROJEG1%8000.8-101t-0-11190245-118163-Panel Check eo6 Concrete Slender Wall WwarecoWghl ENERCALC.INC 1983.21118,Bold-1018.1213 t � t Description: TYP.PANEL(1st ITERATION) DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination Actual Values. . Allowable Values. .. PASS Moment Capacity Check Maximum Bendng Stress Ratio = 0.8174 +1.20D+0.60Lr+L+N/+1.60H Max Mu 3.366 k-ft Phi"Mn 4.118 k-ft FAIL Service Deflection Check Actual Defl.Ratio U 78 Allowable Defl.Ratio 360.0 W Only Max.Deflection 2.918 in PASS Axial Load Check Max Pu/Ag 12.159 psi Max.Allow.Deft. 0.6333 in +1.20D+0.50Lr+L+W+1.60H Location 9.183 fl 0.06"fc 300.0 psi PASS Reinforcing Limit Check Actual Aslbd 0.005701 Max Allow Aslbd 0.02125 Maximum Reactions for Load Comdinatr'on,,,. Top Horizontal W Only 664.99 k Base Horizontal W Only 665.01 k Vertical Reaction +D+0.60W+H 1.653 k Design Maximum Combinations-Moments Results reported for"Strip width"=12 in. Axial Load Moment Values 0.6' Load Combination Pu 0.06'feVt Mcr Mu Phi Phi Mn As As Ratio rho bal _k k k-ft k-ft k-0 in12 0 000 0 000 0.00 000 0.00 000 OZO 0,0000 0,0000 o.000 0 000 0.00 000 000 000 0 000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0,0000 0.0000 0 000 0.000 0.00 0.00 0.00 Ho 0.000 0.0000 0.0000 +1.20D+1.6OLr+0 50W+16(9-1 at 8.87 to 9 50 1.058 26.100 0.00 169 0.90 413 0 248 00057 0.0213 0.000 0.000 000 0.00 0.00 0.00 0 000 0,0000 0.0000 +120D+1 60S+0.50W+160H at 8.87 to 9 50 1058 26.100 000 169 0.90 4.13 0 248 0,0057 0.0213 +1 20D+0,50Lr+L+W+1.60H at 8,87 to 9.50 1.058 26100 0.00 338 0.90 4.13 0,248 0.0057 0,0213 +1 20D+L+0 50S+W+1.60H at 8.87 to 9 50 1.058 26.100 0.00 3.38 0.90 413 0 248 0.0057 0.0213 +0 90D+W+1.60H at 8.87 to 950 0 793 26100 0,00 3.32 0.90 4.07 0248 0.0057 0.0213 +1.214D+L+0 20S+E+1.90H at 6 87 to 9 50 1.070 26100 0.00 120 Ho 414 0 248 0.0057 00213 +0 8858D+E+0 90H at 8.87 to 950 0.781 26100 000 1.17 0.90 4.07 0 248 0.0057 0.0213 _Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. i� Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked t effective Deflection Defl. Ratio k k-fl k-ft in^4 in^4 in^4 in 0.000 0.00 0.00 0.00 0,00 0 000 0 000 0.0 0.000 0.00 0.00 0.00 0.00 OA00 0 000 00 0.000 0.00 000 0.00 0.00 0.000 0.000 0.0 0 000 0,00 0.00 0.00 0.00 0.000 HGO GO 0 000 0.00 000 000 0.00 0 000 0,000 00 0000 0.00 0,00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H a1 950 to 10.13 0.826 0.00 2.01 381.08 18.23 18 229 1 776 128.4 +D+O 750Lr+0.450W+H at 9.50 to 1013 0.826 0.00 1.61 38108 18.23 18 229 1 332 171.2 +D+O 750S+0.450W+H at 9 50 to 1013 0 826 0.00 1.51 3B1.08 1823 18 229 1.332 1712 +0.60D+0.60W+0 60H at 9.50 to 10.13 0-496 0.00 1.96 313108 1790 17 901 1.766 1291 +D+0.70E+0.60H at 9 50 to 1013 0.826 0.00 0,83 381.08 18.23 18 229 0 733 310.9 +D+0,750L+0.750S+05250E+H at 9.50 to 10 0.826 0.00 0.62 38108 1823 18,229 0,550 4145 +0,60D+0.70E+H at 9 50 to 1013 0 496 000 0,81 381.08 17,90 17 901 0.729 312.7 0.000 0.00 0.00 0.00 0.00 0.000 0,000 0.0 0,000 0.00 0,00 000 0,00 0000 0.000 0.0 STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Panel Check Project Descr: Printed:25 FEB 2019.11:57AM Concrete Slender Wall =C1UsmstsddapglONEDRI-11NETWOR-11PROJEC-118000.8-118163•D-1t190225-118163-PanelockW6 Software c%Ma.ENERCALC INC 19812018.Budd.101812.13 KVU-06011301 Description: TYP.PANEL(1st ITERATION) 0 000 0.00 0.00 0.00 0.00 0.000 0.000 00 0 000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 9 50 to 10.13 0.000 000 3.15 381.08 17.41 17.414 2 918 78.1 E Only at 9.50 to 10.13 0.000 0.00 1.12 381.08 17.41 17.414 1.033 220.7 0.000 0.00 0.00 000 000 0.000 0.000 0.0 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.00 k 1653 k +D+L+H 00 k 000 k 1 653 k +D+Lr+H 0.0 k 0.00 k 1653 k +D+S+H 0.0 k 0.00 k 1.653 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 1.653 k +D+0.750L+0 750S+H 0.0 k 0.00 k 1.653 k +D+0.60W+H 0.4 k 041 k 1.653 k STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Panel Check Project Descr: Printed:25 FEB 2019.11:57AM Concrete Slender Wall = 1UserslsomglOtIEI)RI-iINETWOR-11PROJEC-1MW4-IM63-D-11190225-118163-Panel Ch®ckec6 Software t ENERCAL INC.19D20t8.BuiId:1019.1213 KVV-06011301 Licensee:Covington Description: TYP PANEL(1st ITERATION) Reactions-Vertical&Horizontal _ Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+O75OLr+0.450W+H 03 k 0.31 k 1,653 k +D+0.750S+0.450W+H 03 k 0.31 k 1.653 It +0.60D+0.60W+0.60H 0A k 0.40 k 0,992 k +D+0.70E+0.60H 02 k 017 k 1.653 k +D+0.750L+0.750S+0.5250E+H 01 k 0,13 k 1.653 k +0.60D+0.70E+H 0.2 k 0.17 k 0,992 k D Only 0.0 k 0.00 k 1.653 k Lr Only 0.0 k 000 k 0.00D k L Only 00 k 0.00 k 0.000 k S Only 0.0 k 000 k 0.000 k W Only 07 k 0.66 k 0,000 k E Only 0.2 k 0.24 k 0,000 k H Only 00 k 000 k 0.000 k STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Panel Check Project Descr: Printed:25 FEB 2019,11:57AM =C1UserslsdepglONEDRI-1WETWOR-11PROJEC-118000.8-IZ163-D-11190225-118163-Panel Checkec6 Concrete Slender Wall Sottwam 'n ht ENERCALC.INC.1983.2018.Build'10.18.1213 KW-06011301 Licensee:Covington Description: TYP.PANEL(2nd ITERATION) Code References Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information fc:Concrete 28 day strength = 5.0 ksi Wall Thickness 7.250 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio= U 0.0 Ec:Concrete Elastic Modulu: = 4,030.51 ksi Rebar"d"distance 3.0 in X :Lt Wt Conc Facta = 1.0 Lower Level Rebar Min allow Aslbd = 0,0020 Fr:Rupture Modulus = 353,553 psi Bar Size # 5 Using Stiff.Reduction Factor per ACI R.10.12.3 Max Allow As/bd = 0.02125 Bar Spacing 15.0 in Max Pu/Ag=fc' = 0.060 Concrete Density = 144.0 pct Width of Design Strip = 12.0 in One-Story Wall Dimensions A Clear Height = 19.0 ft B Parapet height = ft B Rod Wall Support Condition Top Sr Bottom Pinned lAaa�n+ont - 1 A vUar AurrohmoM Lateral Loads Wind Loads: Seismic Loads Full area WIND load 70.0 psf Wall Weight Seismic Load Input Method ASCE seismic factors entered SIDS Value per ASCE 12.11.1 SIDS '1 = 0.7120 Fp=Wall Wt." 0.2848 = 24.778 psf (Aupiied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.60 ktft fl i STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Panel Check Project Descr: Printed:25 FEB 2019.11:57AM Concrete Slender Wall °CluswstsdapgXONEORs-11flEfwOR-11PROJEC-n8000.8-118 163-0-11190225-t18163-P"I Q,ed,oc6 Soflwereoopyngbt ENERCALC,INC t983.2018,Swkl 1018 12 13 KVV-06011301 Description: TYP PANEL(2nd ITERATION) DESIGN SUMMARY _ Results reported for"Strip Width"of 12.0 in Governing Load Combination. Actual Values. Allowable Values.. . PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.4191 +0.90D+W+1.60H Max Mu 3.171 k-ft Phi"Mn 7.566 k-ft PASS Service Deflection Check Actual Defl.Ratio U 698 Allowable Defl.Ratio 360.0 W Only Max.Deflection 0.3277 in PASS Axial Load Check Max Pu I Ag 12.160 psi Max.Allow.Defl. 0.6333 in +120D+0.50Lr+1-+W+1.60H Location 9.183 ft 0.06"fc 300.0 psi PASS Reinforcing Limit Check Actual As/bd 0.004863 Max Allow Aslbd 0.02125 Maximum Reactions.. for Load Combination... Top Horizontal W Only 665.0 k Base Horizontal W Only 665.0 k Vertical Reaction +D+H 1.653 k Deal nn Maximum Combinations-Moments Results reported for"Strip width"=12 in. Axial Load Moment Values 0.6' Load Combination Pu 0.06'fc"bt Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft h4f k--Ft in"2 0 000 0 000 0.00 000 0.00 0.00 0.000 0.0000 0.0000 0.000 0 000 0.00 0.00 0.00 0.00 0.000 0,0000 0.0000 0 000 0 000 0.00 0.00 0.00 000 0,000 0.0000 0.0000 0.000 0 000 0.00 0.00 0,00 0.00 0000 0,0000 0.0000 +1 20D+1.60Lr+0.50W+1.60H at 8 87 to 9 50 1.058 26.100 3.10 1.58 0.90 7.64 0.248 0.0049 0.0213 0 000 0 000 0.00 0.00 0.00 0.00 0.000 0,0000 0,0000 +1 20D+1.60S+0.50W+1.60H at 8 87 to 9.50 1.058 26100 310 158 0.90 764 0,246 0.0049 0.0213 +1 20D+0.5OLr+L+W+1.60H at 8 87 to 9 50 1.058 26100 310 318 0-90 764 0.248 0.0049 00213 +1,20D+L+O 50S+W+1.601-1 at 8.87 to 9 50 1.058 26100 3.10 3.18 0.90 7.64 0.248 0.0049 0.0213 +0 90D+W+1.60H at 8.87 to 9 50 0.793 26.100 310 3.17 0.90 7.58 0,248 0.0049 0.0213 +1.214D+L+0.20S+E+1.90H at 8 87 to 9.50 1 070 26.100 3.10 1.12 0.90 7.64 0.248 00049 00213 +0.8858D+E+0.90H at 8 87 to 9.50 0.781 26100 310 112 0,90 757 0,248 0.0049 00213 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Den.Ratio k k-ft k-ft 1n14 W4 in^4 in 0.000 0.01) 0.00 000 0.00 0.000 0.000 00 0,000 0.00 0.00 0.00 0.00 0 000 0.000 00 0.000 000 0.00 000 000 0,000 0.000 0.0 0.000 000 0.00 0.00 0.00 0.000 0 000 00 0 000 000 0.00 0.00 0.00 0.000 0.000 0.0 0,000 0.00 0.00 000 0.00 0.000 0.000 00 +D+0.60W+H at 8 87 to 9.50 0.882 3.10 190 38108 3189 285.809 0107 2.1293 +D+O 7501-r+0 450W+H at 8.87 to 9.50 0,882 310 1.42 38108 31.89 285.809 0.080 2,839.0 +D+0.750S+0 450W+H at 8.87 to 9.50 0.882 310 142 36108 31.89 285,809 0 080 2,839.0 +0.60D+0.60W+0 60H at 887 to 950 0 529 310 1.90 38108 31.51 285.809 0.107 2,1325 +D+0.70E+0.60H at 8.87 to 9.50 0 882 310 0.78 381.08 31.89 285.809 0.044 5,156.1 +D+0.750L+0.750S+0 5250E+H at 8.87 to 95 0.882 3.10 0.59 381.08 3189 285.809 0.033 6,874.9 +0.60D+0.70E+H at 8.87 to 9.50 0.529 3.10 0.78 381.08 31.51 285,W9 0 044 5,1640 0 000 GOO 0,00 000 0.00 0.000 0 000 0.0 0.000 000 0.00 000 000 0 000 0 000 0.0 STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Panel Check Project Descr: Printed:25 FEB 2019,11:57AM =C:lUsemWapglONEDRI-IWETWOR-11PROJEG11890U-RB163-D-11190225-118163•Panel Check.ec6 concrete Slender Wall Software gnLiiLht ENERCALC.INC 19812016,Build-10 18.12 13 KVV-06011301 Licensee:Covington Description: TYP PANEL(2nd ITERATION) 0,000 0,00 0.00 GOO 0.00 0.000 0.000 00 0.000 0.00 0,00 0.00 0.00 0 000 0.000 00 W Only at 9 50 to 1013 0 000 310 3A 5 381.08 30.96 206 002 0.328 695.7 E Only at 9.50 to 10.13 0.000 3.10 1.12 381.08 30.96 285 809 0,063 3,6231 0 000 0.00 0.00 0.00 0.00 0 000 0.000 0.0 Reactions-Vertical&Horizontal _ Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 00 k 0.00 k 1 653 k +D+L+H 0.0 k 0.00 k 1.653 k +D+Lr+H 0.0 k 0.00 k 1,653 k +D+S+H 0.0 k 000 k 1.653 k +D+O 750Lr+0.750L+H 00 k 0.00 k 1653 k +D+0.750L+D 750S+H 0.0 k 0.00 k 1653 k +D+0.60W+H 0.4 k 0.40 k 1.653 k `STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Panel Check Project Descr: Printed:25 FEB 2019,11:57AM C.Uh�slsdvglONEDRI-11NEfWOR-11PROJEC-1iB000•8-118163-0-11190225-118163•Panel Check ec6 Concrete Slender Wall SollwareoopynghlENERCALC.INI' 1983,2018 PUAI10,i8.12.13 KVV-06011301 Description: TYP.PANEL(2nd ITERATION) Reactions-Vertical&Horizontal Load Combination _ Base Horizontal Top Horizontal Vertical C Wall Base +D+O 7501-r+0 450W+H 0.3 k 0.30 k 1.653 k +D+0.750S+0 450W+H 0.3 k 0.30 k 1.653 k +0.60D+0.60W+0.60H 0.4 k 0.40 k 0.992 k +D+0.70E+0.60H 0.2 k 0.16 k 1.653 k +D+0.750L+0 750S+0.5250E+H 0.1 k 0.12 k 1.653 k +0 60D+0.70E+H 0.2 k 016 k 0.992 k D Only 0.0 k 0.00 k 1,653 k Lr Only 0.0 k 000 k 0,000 k L Only 0.0 k 000 k 0.000 k S Only 0.0 k 0.00 k 0.000 k W Only 0.7 k 0.66 k 0000 k E Only 0.2 0.24 k 0 000 k H Only 0.0 k 0.00 k 0.000 k Plan Review Structural Des>trn :kssociates By SAFEBuIIt a Isn irtc�eri�rg,5'tr�ictr.�re.s to I.a.st YDA �H163 April 11, 2019 CO Vr of w^$�,�C� Dantrawl Inc. t 62XX 180' St NE h Arlington, WA Subject: Burke Bolt Inserts a ,p3438 SDA Ref. #816') NAL ' \ AP To whom this may concern: 5 2019 , Panel Burke inserts do not align with the steel building column in multiple locations. The Burke inserts prevent the installation of the panel clips specified in detail A/S5, April 29, 2018. Coast Construction and Port Gardner Architects have provided locations of the Burke inserts that do not align with the steel building columns. Structural Design Associates [SDA] has reviewed and observed the following in the documentation provided by both parties: 1) The Burke insert alignment issue is limited to "Type A" connections. No other panel connection conflicts are reported; 2) The identified Burke insert conflicts include missing inserts, inserts covered by the steel frame, and inserts with `extreme' horizontal offsets; 3) The"Type A" connection conflicts are reported to exist at the following locations: a. East Elevation, Gridline: B/11 &B/2, b. West Elevation, Gridline: D/2&D/3; c. North Elevation, Gridline: B/2, B2/2, C/2, C.2/2, & D/2; d. South Elevation, Gridline: C.1/14& C/14, Each"Type A" connection conflict noted above shall be replaced with a"Panel Connection Type `A' Retrofit", which is detailed in the attached sketch. This letter shall be issued to Port Gardner Architects, Geotest, Coast Construction, and the Building Official. Any discrepancies between the site conditions and the description above shall be reported to the engineer of record. Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely, Received APR 17 2019 Jasper Baarbe, E.I.T Chris Covington, P.E. 3006 RLic:kcr 1,.c I:Acrcu, \V% 98201 Ph:-123 339 0293 Fav_425-252-0916 iv«w sdaevBrett.corn Ti�l�rLf UIr.ERT Noo3G &JL-O we o TEN�t oN = �i, Uf3 Tye, " i" (OnUj, 6++rrA4 49 p ( ANOUL QM S6,KIDo - 2 SP"OAim W = 5 t3 = a.2s IMAM = 12' , �Vd L of 13 It S" �5 PAR O -orl"731 - 01" la/Ig/za�6' PA.NEC L12 f L 12 J p T'��'T = 2g5•igy = 4a32 `191120 SPallo � 3 x S TsFtk- PAJIJEL 6ufi' MUST CON&ZOLk- LOAotkic . S,04AJOO-A+- i w�s�s AS c�fTdZ p 21zA�� s = TA = 7 r - p,2gsr 2'= 1. 013K 1 F PA-ft L 9'U;r4-*Z 4, .5:FAPV"'L. T?v,5 x�.,jL- -S rT,r`g"146 L oao wr-i L Ac.r- A3 CoVck. QwV+� Q,w = a lc(,"� @ 5' 1"` 1�P ���•I o6 126 3 L/$1, -r 7 o.004'3 _ fug"`.� U. vd43 !s} rr-/18U� = 0, 000,86 vzuls .SPr.14 a&L• VNI:'r PLTM-MoZ = 0. D33 v-.Lots �A�lfc STD 3�S >? AU- [U P-1c 110+-TS TDe � &TT CLsP = 2.oL/Z 1, 03K LG Noo-%T = It 8K t3uaK 7By Review AFEBuilt J�a�,rrRaw�- 014/10/1 9 EM--T7 'tl OL-A 1 ES + ate] ft 4 t. 4= 3/ellFuw Gk j S_ icy 0. 316 i h MN/s O'.316JEJ4A-7 = 2 6.8K �n FtA,uE P - 6,92 K i tZP mAz PAVALt 4. 6SX � eVl .: Co•.u�- �` ����;.�'O*L jV&Cuss a-V CAPac s T'f I F Vie, 4- N oTE TN A r CoN N'A' OMWt- 6 uT...S NO- FAA4. Lo&V �d j Nt NErAL Flom#- T,o LVZT SPa,,q R -Irrg*.is coAjc�wT'a,4rxor-)r egpvs-of ..Too - ti.4y proutL , * AroOs AcsxvuAL CAPACxr'r_ Plan Review By SAFEBuilt SHIM PLATE, FRICTION PLATE, ELEVATION, AND PANEL CONNECTION TO CONFORM WITH A/S5 DATED APRIL 29, 2018 UNLESS NOTED OTHERWISE BELOW. RETROFIT CONNECTION ONLY APPLICABLE AT s a DEMARKATED LOCATIONS (SEE ATTACHED LETTER). NEW CONNECTION TYPE �I �WF RIGID STEEL o l 'A' RETROFIT (PLACE IN FRAME BY MTL II BLD'G MFG. PAIRS ONLY) I I s' 3? OFFSET (ABOVE Ill Q N OR BELOW) (TYP.) �j BURKE BOLT �i —INSERTS OFFSET BURKE BOLT INSERT 1 " OR MORE PLACED BEHIND COLUMN II OR MISSING Plan Review By SAFEBuilt u }I I I PANEL CONNECTION TYPE 'A' RETROFi W Q tu SHIM PLATE THICKNESS CENTER OF BOLT TO EDGE OF GRID TO PROVIDE SNUG FIT z O FLANGE TO BE MINIMUM " [BETWEEN PANEL 8c z0 AND MAXIMUM OF 1" (TYP.) FRICTION PLATE (TYP.) ) Q U-1 ❑ I 71" THK TILT—UP z PANEL � EMBEDMENT TO BE 34" MINIMUM AND 44" MAXIMUM FRICTION PLATE (TYP.) I (0 (TYP.) WF RIGID STEEL FRAME REPLACE BOLTS & BURKE BY MTL BLD'G MFG. INSERTS w/ (4) J"O F1554, — GR36 THREADED ROD EPDXIED ..... PROVIDE SPECIAL G,<<; TO PANEL w/ SET-3G (MIN. INSPECTION FOR Cac„04 1 1? EMB.=A"); SECURE NUTS, & EPDXY INSTALLATION HIAJ°13 NO F436 WASHERS 5JG3 ST L PANEL CONNECTION TYPE 'A' RETROFIT PLAN VIEW DET IL 4/1,1/2019 - Plan Review Contact Us I I ! + I MeadawBurke- By SAFEBuilt C I Us (877) 518-7665 HOME PRECAST FORMING REINFORCING ROAD&BRIDGE TILT-UP DISTRIBUTORS ENGINEERING PRODUCTS Home I Shop 1 Precast l NC Threaded Inserts and Accessories/NC Threaded Inserts I MX-3 HI-TENSILE INSERT DISTRIBUTOR FINDER MX-3 HI-TENSILE INSERT ENGINEERING SUPPORT The MX-3 Hi-Tensile Insert is a ductile iron cast In place NC insert available for use in Fastening andlor hanging equipment,plumbing,mechanical fixtures,etc.to the concrete.It Is also used very effectively as" litl'k'U I_II- diaphragm insert in prestressed bridge beams.The Hi-Tensile Insert is available in the sizes shown In the [able.Attachment to the form can be accomplished by utilizing the flail lugs on the insert,an NC boll nun t�UyG 1,d; through the form wall,or by using FC-18 or MX-28 NC threaded plugs. L'cnjor Curtr:c('.Lor I wf,rn n,1 h%ring MX-3 HI-TENSILE MERT Mi Thr'cauodInsuils Mao, a rYad , • 1FsrdlW m- TO 3 31a l:rg'Iarr%—ic Neal[ IN, 1-1411"29 111111 I-W ammo W 16101 11 2WP affOitm 1AU or coon Z7W floor 2710 :J[-.rt Irar2 M' I-Ira• 26mm 1-snl• 41MM 1 :25rra1 I- as.r.li1.aoalhil.nN 901.:lawn14IMel, /as 1 I1a077 ur 1-rr J31- 2.114—a71-1 1-air,Jaron W Tom 11M Y!T-";I,la94115.&M AM11la;9.1101 I'�'Gd':i C.P:i::111;U i_ N0631 `�' 1-yg"!Jffmm 2-Y/' 7omm 1.121'31om. Irviv 11mm.I.7Q11y1,�12COri 2,10a Pole 9:1M11'2a0aM It GH I= lN' I.107 38im 34" 1tN.1•a151' nrimi 1-Inc '20W 4,1115 Y'17.Mf2ls►aa 1a9Nr3AWft 162111111 .:`I id-..r'i e00:W T!6" I5'S 41— / 1-314 /51N11 I:Vtff• ]OmA lfAll l7172"rON J,%O M¢I?"'"m¢:LIMN Jlli,;Li`Lnq 'stars sarA r aJp• 4r-!e1rr I-12^ 3Sam'1�001'I67ANA.AtIe�71./wAtaYY4e2lH Veit'-:cfud PJ;re;Gxou.,5 Sete worNing trends based un 3,(l0(1 psi rnncrele and a 3:1 suety factor, 1,1uu3iri'Ii; 1)Sde*0i4bad'a based rnmeimed salt"ln'from Mewnaetesurlm- K-TIDS" •r• LIB - ___ �A- View our Product literature r'q 1 1 a ' vlly i�aer::l;aFJara 1..r.MOM O.;, In t/ r v!q - .y.. ,1.. H ,...:I�' i�ilrlil r'3.i11�.-• I(!yI�I:���.::r.:». 1:. ,4:E, C�.._il.I'. .^.I•'C:'i Ofw; -1`•I 1- :�I�;, PP.I meadowburkc.COM/shop/prccasVne-threaded-inserts-and-accessories/ne-threaded-inSertsr6655-mx-3-hi-tensile-insertl 9J7 STRUCTURAL DESIGN ASSOCAITES Project Title; Engineer: Project ID: SDA#8163-190410 Project Oescr Priiud:11 APR 2C13 n:1PAR-1 Concrete Slender Wall f618depolONEIRI-IWETWOR-1{PROJEG117G09-8-i'SIE3-0-tt19C409-1rg1F3-19ro63,BwkEol b�eC6 S4flw3ao3WhENERCALG INC.1(WW20%.L+ii#i!.1151313 ")4601130 OGIATES Descriplion: -YP WALL Code Reftmaces Calculations perACI 318-11 Sec 14.8,_ IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-16 General Information fc:Concrete 28 day strength = 5,0 ksi Mall Thickness 7.250 in 7wp Diff acrims thickness = deg F Fy:Rebar Yield = 60.0 ksi Reber at wall oenter Min Allow Out-off-Plane Dell Ratio= U 0.0 Ec:Concrete Elastic.Modulus - 4,032.21 ksi Rebar-d"distance 3.625 in X :LtWt Cori;Faetix = 1.0 Lower Level Rebar. Min alWAs1W = 0.0020 Fr:ruDlilrc MCCUus = 353.553 psi Bar See # 5 Using Stiff.Reduction Factor per ACI R.10.12.3 Max Allow Awbd = 0,02125 Bar Spacing 12.0 in Max PWAg=fc° = 0.060 Concrete Density = 160.0 pcf Width of Design Strip = 12.0 in One-MM WallQlmensions A Clear Height - 21.0 ft I 3 Parapet height = it I' I _� Ra'1rTxhrre+n 11 Wall Support Condition Top 8 Bottom Pinned -- — - --- A i - f♦7pcA!teumdnr Lateral Loads 'Kind Loads: I ca his: I-ull area ININD 26.20 r)sf Wall Weight Selsn c Load Inpi Nested ASGE seismic factors entered S3S Valuc per ASCE 12 1' 1 5 L`5 •1 = 0.7720 =F wall Yrt_" 0 3068 = 27.985 Fraf _DESIGN SUMMARY _ Results reported for"strip Width"of 12.0 in Governing Load Combination. Actual Values. Allowable Values 'A°+ 3 Moment Capacity Check [Aaximum Bending Stress Ratio = 4,3097 +17.900+E+0.90H Max Mu 1 547 k-fl Phi'Mn 4.994 0 P.AS'S Service Deflection Check Actual Defl.Ratio U 2,377 Allow.-able Qefl_Ratio 360.0 E only Max.Deflection 0 1060 in PASS Axial Laad Check. Max Pu J Ag 14.0 psi Max Aflau.Daft, 0.70 in +1.20D+L+0.205+E+1 90H Location 10.150 ft 0.06"fe 300.0 Fmi P, ,Sz. • Reinforcing Limit Check Actual Astd 0,007126 Max Allow Aslbd 0.02125 Nfaxirnum Renctions_ far Load Combirratioe,... Top Horizontal E Only 293 843 Plan Review Base Horizontai E Only 293 843 P s FBy SA F E B u i l t Verlica I Reaction +M 70E4.60H 1 s° STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer. Project ID: SDA#8163- 190410 Project Descr: Printed:11 APR 2019, 8:17AM Concrete Slender wall 'a aD910 Rf-1WETWOR-1tPROJEC-tt80110�8-/161634),1%19041L-tt8163-t90409.8wt W twoec6 Softwm cwgMot ENERCALC,INC 19812018.Wid 1018 1213 KW-06011301 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: TYP WALL Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6. Load Combination Pu 0.06"fc"b`t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-n 1n^2 0 000 0 000 000 000 0 00 000 0 000 0-0" 00000 0.000 0 000 000 000 000 000 0 000 0 0000 00000 0 000 0 000 000 000 000 0.00 0 000 00000 00000 0.000 0 000 000 000 000 000 0 000 00000 00000 +1 20D+1 601-r�0 50W+160H at 9 80 to 10 5 1 218 26100 310 073 090 508 0 310 0 C071 00213 0 000 0 000 000 0 00 000 000 0 000 00000 00000 +1 20D+1 60S+0 50W+160H al 9 80 to 10 50 1 218 26100 310 073 090 508 0 310 0.0071 00213 +1 20D+0.50Lr+L+W+1 60H at 9 80 to 10 50 1 218 26100 310 145 090 508 0 310 00071 00213 +1 20D+L+0 50S+W+1 60H al 9 80 to 10 50 1 218 26100 310 1 45 090 508 0 310 00071 00213 +0 90D+1N+160H at 9 80 to 10 50 0 913 26100 310 1 45 090 501 0 310 0.0071 00213 +120D+L+0 20S+E+1 90H at 9 80 to 10 50 1 218 26.100 310 1 55 090 608 0 310 00071 00213 +0 90D+E+0 90H at 9 80 to 10 50 0 913 26100 310 1 55 090 501 0 310 00071 00213 Design Maximum Combinations•Deflections Results reported for"strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k4l k-fl in^4 in^4 in14 in 0 000 000 000 000 000 0 DDO 0 000 00 0 000 000 000 000 000 0 000 0 000 00 0 000 000 000 000 000 0 000 0 000 00 0 000 000 000 000 000 0 000 0 000 00 0 000 ODO 000 0-00 000 0 000 0 000 00 0 000 000 000 000 000 0 000 0 000 00 +D+O 60VV+H al 9 80 to 10 50 1 015 310 087 38108 2189 205 809 0 060 4,208 6 +D+O 7501-r+0 450W+H at 9 80 to 1050 1015 310 065 38108 2189 2B5 809 0 045 5,611-5 +D�O 750.S�O 450W+H at 9 80 to 10 50 1015 310 065 38108 2189 205 809 0 045 5,6115 +0 60D+0 60W+0 60H al 9 80 to 10 50 0 609 310 087 38108 2152 285 809 0 060 4,2177 +D+O 70E+0 60H at 9 80 to 10 50 1 015 310 108 38108 2189 285 B09 0 075 3,3773 F0+0 750L+0 750S+0 5250E+H at 9 80 to 10 1 015 310 081 38108 2189 285 8W 0 G56 4,5031 +0 6OD+0 70E+H it 9 80 to 10 50 0 609 310 108 38108 2152 285 809 0 074 3,3846 0 000 0 00 000 000 000 0 000 0 000 00 0 000 000 000 000 000 0 000 0 000 0.0 0 000 000 000 000 000 0 000 0 000 00 0 000 000 000 000 000 0 000 0 000 00 W Only at 10 50 to 1120 0 000 310 144 38108 2096 285 809 0 099 2.5388 E Only at 10 50 to 1120 0 000 310 154 38108 2096 285 8G9 0106 2.3768 0 000 000 000 000 000 0 000 0 000 00 Reactions-Vertical&Horizontal _ Load Combination Base Horizontal Top Horizontal Vertical Wall Base +D+H 00 k 000 k 1903 k +D+L+H 00 k 000 k 1903 k +D+Lr+H 00 k 000 k 1903 k +D+S+H 00 k 000 k 1,903 k +D+0 750111 0 760L+H J ii1 0.CQ k 1903 k +D+O 750L+o 750S+H 00 k 000 1903 k +D+O 60W+H 0 2 k Plan Review 017 k 1903 k By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163- 190410 Project Descr: Printed:11 APR 20.19, 5:17AM Concrete Mender wall rslsdapglONEDRI-1WETWOR-IWROJEC- 1181ti3-4-11190009-118i6-1904WBA Boll is weC6 coongh►ENERCALC.fNC,1983.2018.8toW,10.18.1213 KW-0601 1301ASSOCIATES Description: TYP WALL Reactions-Vertical&Horizontal _ Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+0.750Lr+0 450W+H 01 k 0.12 k 1903. k +D+0.760S+0.450W+H 01 k 0.12 k 1.903 k +0.60D40 60W+0 60H 0.2 k 017 k 1.142 k +0+0 70E+0 60H 0.2 k 0.21 k 1 903 k +D+O 750L+0 750S+0 5250E+H 0.2 x 015 k 1.903 k +0.60D+0.70E+H 0.2 x 0.21 k 1.142 k D Only 0.0 k 000 k 1903 k Lr Only 0.0 k 000 k 0 000 k L Only 0.0 k 000 k 0 000 k S Only 0.0 k 000 k 0 000 k W Only 0.3 k 028 k 0 000 k E Only 0.3 k 029 k 0.000 k H Only 0.0 k 000 k 0.000 k Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer. Project ID: SDA#8163-190410 Project Descr: Printed:11 APR 2019. 8:17AM General Section Pro a Calculator nlsdap,1NEDRI-11NErwOR�-11PROJECi-1 0DD4-118163.D--11190409-118163-19040gaA1301W ec6 p So1lw t ENERCALC,INC.1983.2018,Wid:10,41213 KW-06011301 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: WSECTION Rnal Secltlon P perties Total Area 1n^2 Ixx in^4 Sxx:-Y in^3 Calculated final C.G.distance from Datum lyy in^4 Sxx:+Y in^3 X cg Dist : in Zxx in^3 SYY:-X in^3 Y cg Dist. in ZyY in^3 SyY.+X in^3 Edge Distances from CG.: r xx in +X in +Y in r yy in -X in -Y in Minumim Section Properties Rotation of All Components @ Angle: 0.00 deg CCW Rotation Angle(CCW) deg CCW I:Moment of Inertia in^4 r:Radius of Gyration in S:Modulus in^3 Z:Plastic Modulus in^3 Plan Review By SAFEBuilt Y General Shapes _ 1:#1 Xcg= 0.000 in Ycg= 0.000 in Rotation= 0 deg CCW Top Flange Width= 5.000 in Top Flange Thick= 0.250 in Web Thickness= 0.135in Bottom Flange Width 5.000 in Bottom Flange Thic 0.250 in Top Height= 12.000 in STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-190410 Project Descr. Printed: 1 I APR 2019, 8:17AM Steel Beam with Torsional Loads rsWaNIONEDRI-1wEMOR-1{PROJEC-110M8-1181830-1N90409-1%81FZ190409-BwkU6,sue.ec6 Sflftwere t ENERCALC.INC 1983.2018.BWK10.18.12,13 KW-06011301 - i Description: SPANDRAL CODE REFERENCES_ Plan Review Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 By SAFEBuilt Load Combination Set: ASCE 7-16 Analysis Settings Analysis Method.-Allowable Strength Design Fy:Steel Yield 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-16 W1Lx16 A0111110. .� Span=21.0 ft Applied Loads_ _ Service loads entered.Load Factors will be applied for calculations. Load(s)for Span Number 0 Moment: D=0.08330 k-ft,Loc=10.50 ft in span, Torsional Load DESIGN SUMMARY _ _ ' • Max. Flange Normal Stress Ratio = 0.592: 1 Maximum Shear Stress Ratio= 0.055: 1 Flange Normal Stress 2.94 ksi Flange Shear Stress 1.10 ksi Phi vn:Flange Normal Stress 4.97 ksi Web Shear Stress 0.90 ksi (Phi Mn/Sxx) VnfOmega:Allowable 20.00 ksi Max Mu:Applied 0.00 k-ft Section used for this span W12x16 Section used for this span W12x16 Load Combination +D+H Load Combination +D+H Maximum Rotation= 1.9174 deg at 10.50 ft Maximum Deflection Max Download Transient Load Deflection 0.000 in Max Downward Total Deflection 0.000 in Ratio= 0<360 Ratio= 0<180 Max Upward Transient Load Deflection 0.000 in Max Upward Total Deflection 0 000 in Ratio= 0<360 Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Max Stress Bending Max Flange Normal (ksi) Flange Shear (ksi) Web Shear (ksi) Load Combination Ratio Mu (kP) Vu (k) Total Allow Ratio Total Allow Ratio Total Allow Ratio 40-4 0592 2 943 4 9711 0 592 i 0%- 20 Guu 0 D55 02 M 0M 0 0 +D+L+H 0 592 2 943 4 971 0 592 1096 20 000 0 055 0 902 20 000 0 045 +D+Lr+H 0 592 2 943 4 971 0 592 1096 20 000 0 055 0 902 20 ODD 0 045 +D+S+H 0 592 2 943 4 971 0 592 1096 20 000 0 055 0 902 20 ODD 0 045 +D+0 75OLr+D 750L+H 0 592 2 943 4 971 0 592 1096 20 000 0 055 0 902 20 000 0 045 +D+O 750L+0 750S+H 0 592 2 943 4 971 0 592 1096 20 000 0 055 0 902 20 000 0 046 +0+0 60W+H 0 592 2943 4 971 0 592 1096 20 000 0 055 0 902 20 000 0 045 +D+O 750Lr+0 450W+H 0 592 2 943 4 971 0 592 1 096 20 000 0 055 0 902 20 000 0 045 +D+0.750S+0 i50W+H 0.592 2 943 4.971 0 592 1 096 20 000 0 055 0 002 20 O00 0 045 +0 6OD+O 60W+0 60H 0 355 1 766 4 971 0 355 0 658 20 O00 0 033 0 541 20 000 0 027 +D+O 70E+0 60H 0 592 2 943 4 971 0 592 1 096 20 000 0 055 0901, 20 000 0 045 +0+0 750L+O 750S+O 5250E+H 0 592 2 943 4 971 0 592 1 096 20 000 0 055 0 902 20 OCO 004.5 +0 600+0 70E+H 03,55 1 766 4 971 0 355 0 658 20 000 0 033 0 541 20 OCO 0 027 _Overall Maximum Deflections-Unfactored Loads Load Combination Span Max "-"Defl`Location in Span Load Combination Max "+"Defl Location in Span 1 00000 0 000 0 0000 0 000 'STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project I D: SDA#8163-190410 Project Desor: Printed_11 APR 2019. 8:17AM Steel Beam with Torsional Loads 'S�'�14NEDRI-IWETWOR-IMJEC-1118000�8-11BI63o-WK405-1t8163-1soa09 NOV Bo+Mueec6 Softwom cDM01 ENERCALC,INC 1902018.Budd 10.18 1213 KW-06011301 Licensee:STRUCTURAL DESIGN ASSOCIATEIT Description: SPANDRAL Vertical Reactions-Unfacto_red values in KIPS Load Combination Support t Support 2 Overall MAXimum +D+H +D+L+H +D+Lr+H +D+S+H +D+O 750L 0L+H Plan Review +D+O 750E+O 75 750S+H +D+O 760Lr By SA F E B u i It +D+O 750Lr+0.450W+H +D+0.75OS+0 450W+H +0.60D+0.60W+0,60H +0+0.70E+0.60H +D+O 750E+0.750S+0.5250E+H +0 600+07OE+1-11 D Only Lr Only L Only S Only W Only E Only H Only 'STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project :D SDA#8163-190410 Project Descr: Printed:ii APR 2019, 8:17AM ^sMgglON®RhtWEIVMR-11PROJEO-1>J30�-8-lt8163t}-111904Cg-118163-190409aLm*Boll hmee-c6 Is Concrete Beam So ttrac ht ENERCALC,INQ 1983-2018.Build 10 t8.1213 i.rASSOCIATES Description: ECCENTRICALLY LOAD PANEL CODE REFERENCES Plan Review Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 By SA F E B u i I t Load Combination Set:ASCE 7-16 Material Properties fc 1(2 5.0 ksi Phi Values Flexure: 0.90 fr= f c "7.50 = 530.33 psi Shear: 0.750 yr Density = 145.0 pcf 1 = 0.80 - X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi • E-Stimlps = 29,000.0 ksi ° e fy-Main Reber = 60.0 ksi E-Main Reber = 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= 2 1 E( U6I L, 75) 4.0 ft 40* 5.0 ft 4.0 ft 74-W R 7-25-h 'f' 71.w x Y 7.5-h '�' -�'�d'w w?-, -h Cross Section&Reinforcing Details Rectangular Section, Width=24.0 in, Height=7.250 in Span#1 Reinforcing.... 244 at 3.0 in from Bottom,from 0.0 to 4.0 ft in this span 244 at 3.0 in from Top,from 0.0 to 4.0 ft in this span Span#2 Reinforcing.... 244 at 3.0 in from Bottom,from 0.0 to 5.0 ft In this span 244 at 3.0 in from Top,from 0.0 to 5.0 ft in this span Span#3 Reinforcing.... 244 at 3.0 in from Bottom,from 0.0 to 4.0 ft in this span 244 at 3.0 in from Top,from 0.0 to 4.0 ft in this span Applied Loads - Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Point Load-, E=-1.760 k @ 0.0 ft,(P2) Load for Span Number 2 Point Load: E=-2.060 k @ 0.0 ft,(P1) Point Load: E=-2.060 k @ 5.0 ft,(P1) Load for Span Number 3 Point Load: E=1.760 k @ 4.0 ft,(P2) DESIGN SUMMARY ° btaximum Bending Stress Ratio = 0.577_: 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.034 in Ratio= 2796>=360 Mu:Applied 7.039 k-ft Max Upward Transient Deflection -0.034 in Ratio= 2798>=360 Mn*Phi:Allowable 12.203 k-ft Max Downward Total Deflection 0.034 in Ratio= 2796-240 Location of maximum on span 0.000 ft Max Upward Total Deflection -0.034 in Ratio= 2798>=240 Span#Wiere maximum occurs Span#2 'STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer Project ID: SDA#8163-190410 Project Descr: Printed:11 APR 2019 8:17AM rslsdapg%ONEDRI-1WEl)VOR-1WAOJEC-116000J3-11816n-1119NO9-10163 i904094kirkBotIssueec8 Concrete Beam Sottw�ereoomhl ENERCALO.INC 1983-2018.EhAt10.18.12.13 Lic.4:KW-06011301 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: ECCENTRICALLY LOAD PANEL Cross Section Strength&Inertia Top&Bottom references are for tension side of section Phi-Mn (k-ft) Moment of Inertia (in^4) Cross Section Bar LayoutDescdpnon Bottom Top Igross Icr-Bottom Icr-Tap Section 1 2-#4 @ d=425'.2-#4 @ d-3'. 1220 1270 76216 4960 49.60 Section 2 2-#4 @ d=4 25",2-94 @ d=3 1220 1220 76216 4960 4960 Section 3 2-#4 @ d=4 25",2-#4 @ d=3°, 1220 1220 76216 4960 4960 Vertical Reactions Support notation:Far left is 91 Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum -6 635 2 515 Overall MINimum -3 484 1 321 +D+H +D+L+H +D+Lr+H Plan Review +D+S+H +D+O 750Lr+0 750L+H By s A F E B u i l t +D+O 750L+0 750S+H +D+O 60W+H +D+0,750Lr+0.450W+H +D+O 75OS+0 450W+H +0 60D+0 60W+0 60H +D+O 70E+0.60H -4 645 1 761 +D+0.750L+0 750S+0.5250E+H 3 484 1 321 +0 60D+0 70E+H -4 645 1 761 D Only Lr Only L Only S Only W Only E Only -6 635 2 515 H Only Shear Stirrup Requirements Entire Beam Span Length Vu<PhiVc12, Redd Vs=Not Reqd 114 61, use#3 stirrups spaced at 0 Or4 in •M, Anchor DesignerT"" Company, SDA Date: 14MOM19 _ Engineer: JIB Page: 115 Software Project: DANTRAWL E.` Version 2.7.6990.9 Address: Phone: E-mail: 1.Proiect information Customer company: Project description:PANEL CLIP Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):7.25 State:Cracked Anchor Information: Compressive strength,f.(psi):5000 Anchor type:Bonded anchor W.,v: 1 0 Material:F1654 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.875 Supplemental reinforcement:Not applicable Effective Embedment depth,h.r(inch):3.750 Reinforcement provided at corners:Yes Code report:ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductHity:Yes Hole condition:Water-saturated concrete Irmo(inch):5.75 Inspection:Continuous ca.Cinch):5.63 Temperature range,Short/Long:1501110°F Cm;n(Inch):1.75 Ignore Edo requirement:Not applicable Scorn(inch):3.00 Build-up grout pad:Yes Base Plate Length x Width x Thickness(inch):6.00 x 10.00 x 0.25 Recommended Anchor Anchor Name:SET-3G-SET-313 w/718"O F1554 Gr.36 `— - Code Report:ICC-ES ESR-4057 Plan Review .�� By SAFEBuilt Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility S.mP»n Strong-Tie G,iml%any Inn: 5956 W.Las Posflas Boulevard Pleasanton,CA 945aS Phone:925,660,9000 Fax:925.847.3871 www.stronglie.com • Anchor Designer7M company GOA Data: 14111,W2019 Engineer: JIB Page- 215 I Software Project: DANTRAWL Version 2.7.6990.9 Address: a Phone: E-mail: Load and Geometry Load factor eouroe:ACI 318 Section 5.3 Load combination:natset Seismic design:Yes Anchors subjected to sustained tension:No Ductility section for ter k ry 17.2.3.4.3(a){iii}{Y i}is satisfied Ductility section for shear_17.2.3.5.3(a)is satisfied On tdCtOL not set Apply entire shear load at front row:No Anchors only resisting-mind andlor seismic loads;No Strength level loads' %,]Ib]:6800 V1r°"[lb]:{'1 0 Plan Review �Y JaY[lb]: W.,[ff-lb]:0 M"?jft-lbj0 By SAFEBuilt M„.fR-lbj 0 Figure 1} Z Gage Ib Ctft 0 lb ft)9 L y b it4b X ~I Input data and rasufte muel he!*ierked fnr igreemeM w th 1hP eKlsllrir�LA curnslame:i,Llre sldndar&and guidelines musl he clacked for plauaihilkly .r;,,rw-rr: :i_, 59W W.Las Posttaa Boulevard Pleasanton,CA 4d338 Phrww:925,550-9D00 Fax:925.547.3871 vnrrr..strongiie.00m t Anchor ❑esigner7M Company: SDA Date: 14AM2019 Engineer: JIB Page: 815 n ► ► $aftware Prvjeot. DANTRAWL Version 2.7.E990,9 Address, Phone: E-mail *Figure 2;�- 10.00 C) 0 7.00 Plan Review By SAFEBuilt lnOW data dnd m--wlls rrwsl bo jmcked for agreement with the existing circunrslancea,the mandards and 0uideli►"m v be chcuked luw plausithRY t' ilr.i.n .7rr 1 ir- ::.,m,I,I.."I . 59s6 4U La::Psnilas Boulevaid Plori anlori,CA 94554 Phone:425.560 9000 Farr:925 847 3877 vraw.etrongtia.worn • Anchor DesignerT"' Company: SDA Date: 14A012019 Engineer: JIB Page 1415 Software Project: DANTRAWL Version 2 7-6990.9 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) Vux(lb) V-9 flb) 1 3400.0 0.0 0.0 0.0 2 3400.0 0.0 0.0 0.0 Sum 6800.0 0.0 0.0 0.0 Maximum concrete compression strain(%.):0.00 <Figtae 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):6800 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'ri.(inch):0-00 Eccentricity of resultant tension forces in y-axis,e'r+y(inch):0.00 Y 1 :2 X 4 Steel Strength of Anchor in Tension(Sec 17 4.11 Nsa gb) 0 ON-(lb) 26795 0.75 20096 FB�y lan Review 5 Concrete Breakout Strength of Anchor in Tension (Sec.17.4.21 SAFEBuilt Na=kc;64Frhol`'(Eq.17,4.2.2a) k. 1, f�-(psi) har(in) Nb(Ib) 17.0 1.00 5000 3.750 8729 0.75ONc,=0.75¢(Ank/Arvin)Y'.,NY'wvvYs.NY'cPNNe(Sec.17.3.1&Eq.17.4.2.1b) At&(in2) Aiv.(in2) c.,.r(in) Y'�,N WOOOV Y'c,N Y"P,(V Nb(lb) 0 0.750N N(Ib) 205.31 126.56 - 1.000 1,000 1.00 1.000 8729 0,65 6903 6.Adhesive Strength of Anr hor In Tension (Sec.17.4.51 -rich,= =1,a fsnan•rem Kaer(fc/2,500)"afv-w rkb,(psi) &.nh.m Ksar tJlusas fc(psi) n skcr(PSII) 1265 1.00 1.03 1.00 5000 0.24 1494 Nba=La-r"2rd.her(Eq.17.4.5.2) R. r r(psi) d.(in) h.r(in) Nna(lb) 100 1494 0.88 3,750 15400 0.75ONaQ=0.750(AN./Anao)Y'.c,N.Y'adw.Yw;NaNb.(Sec. 17.3.1 &Eq.17.4.5.1 b) AN.(in 2) Amo(in') cw(in) came(in) Y'.c,Na Y'.dNa T'cP.Na Nt.(Ib) 0 0.750N.9((b) 711.44 547.63 11.70 - 1.000 1.000 1.000 15400 0.55 6253 Input data and resu Its must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson 5uong-r,e Ouin,wriy Inn 5956 W.Las Posilas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:926-847.3871 wwra.strongtie.com • Anchor DesignerTm Company: SDA Date: 411012019 Software Engineer: JIB Page: 515 r t Project: DANTRAWL s Version 2.7.6990.9 Address: Phone: E-mail: FBPlan Review y SAFEBuilt 11.Results 11. Interaction of Tensile and Shear Forces fSec D 71� Tension Factored Load,N_(lb) Design Strength,ON,(Ib) Ratio Stee! 34U0 c. Status �0CS-6 0.17 Pass Concrete breakout $800 6903 0.99 Adhesive 6800 8253 Pass(Governs) 0-� Pass SET-JIG wJ TWO F1554 Gr.36 with het=3.750 Inch meets the selected design criteria. ACI 318-14 Section 17.2.3.4.3(a)fit&(if)Calculations for Ductility requirement for tension load Steel Factored Lpad,Nua(Ib) 1.2 x Nominal Strength,N.(Ib} Ratio Steel 34CO 32i54 1 C 6`:(, Concrete Factored Load,N..(lb) Nominal Strength, Ni,(lb) Ratio Concrete breakout 6800 14161 48.0% Adhesive Governs 6800 20007 34.0% ACI 318-14 Section 17.2.3.4.3(a)(i)$(ii)is not satisfied since steel ratio does not govern. 1 Y.W 111111 S -Brittle failure governs for tension Governing anchor failure mode is brittle failure.Attachmert shall be designed to satisfy the requirements of ACI 318-14 Sectior. 17 2.3.4.3 for structures assigned to Seismic Design Category C,D,E,or F when the component of the strength level earthquake force applied to anchors exceeds 20 Dercerz of the total factored anchor force associatec wth the same load combination.In case when ACI 318-14 Sections 17.2.3 4.3(a)(iil)to(vi),(b),(c)or(d)is satisfied for!ensicn loading,select appropriate checkbox from Inputs tab to disable this message Alternatively,00 factor can be entered to satisfy ACI 318-14 Section 17.2 3.4.3(d)to increase the earthquake portion of the loads as required. -Per designer input,ductility requirements for shear have been determined to be satisfied—designerto verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the eKisting circumstances,the standards and guidelines must be checked for plausibility. Si,np:;nn Shona-Tic Company Inc 5956 W,Los Positas Boulevard Pleasanton,CA 9458E Phone,925-560 9000 Fax,925.847.3871 wmv.slrungue-com i �-� �trLl ctLtra1 I)csi�rtl .,sic,ctat�:s Plan Review gy $AFEB ,Sirirc•nlrfr.5'toJ_aSr uilt April 1, 2019 -VU428163 Dantrawl Inc. 15 co 62XX 180a' St. NE, ��Of W^ O Arlington, WA 0 z Subject: Panel Deficiencies SDA Ref. #8163 0 ,p4 83 To whom this may concern; Photos of the tilt-u APR 0 12019 p panels were taken by port Gardner Architects on March 15th 2019. Structural Design Associates[SDAI has reviewed the photos and n e oted the following.- The panel Burk inserts do not align with the steel building colu (see photo#1). The offset Burk inserts prevent the installation ofth g mn in multiple locations in detail A/S5, dated April 29,2018. Coast Construction shall de Occurrence of the site conflict on drawinga Panel clips specified and Provide a remedial solution. and S6. SDA will review the requested arcate each telinforma on 2) Cracks have formed at the foundation/panel clips(see photo#2-4 of the cracks are unknown. The cracks appear to be caused b accelerated due to the plate welds. It is reasonable t ) The depth and extent occur if the panels were adequately cured. Factors y shrinkage, which was o assume that cracking would not and increased the probability of cracking include s cold ambient temperature concrete placement and a relativel log that retarded the rate of dry shrinkage tilt-up construction practice is to delay welded[connections unt.Prior to theeclipsr A typ cal dry shrinkage is completed. The Geotest reports SS001(dated 3/6/2 3/1/20I9); and CB009 (dated 2f2S/., 1 a high percentage of the 019)indicates that the maximuml panel Bure t(dated before welding was 12 days This cure time was inadequate and de contributor to panel cracks. It is the responsibly of the contractor to take conditions and typical construction practices into consideration erred a large Based on this information SDA has made the into con . environmental e anon while phasing the project. deficiency, g notes regarding the crack a) Clip connections that are not welded, due to offset embedded 1 not cracked. The e iencies, are existing cracks are deemed to be a direct result of Tema welding, pate defic P ture b) During the weld process the highest located at the exterior face of'the panel The crack Wddth$at the time ofweldin�J was the location of the highest temperature gradient. are reasoned to be largest Best at 30 i ! EVIS l G I ticker _t.�e 1 :efetr, lY '1 <)q7t ,1 V1 1 �- ,-3')-()2(3 u E D" ctOPFICE ���: Iti�.-�4 (�<ilC, Received COPYAPR 0 3 2019 13/J\ 1-1017 StfUCtllfill I) "�` rr 1 S 5(7Cl'cl tC:ti. Plan Review C':1�T1 : So-Ig'fures C„; By SAFEBuilt �S�A.'BIfi� c) The probable extent of the crack into the panel follows the temperature applied by the weld. The distance of the effective temperatu re gradient is me fro the weld to the crack location. 1t is reasonable to eratu gradient n e that interior cracckk ot exceed this distance from the weld. as ared s do d) The panel clip connection is required to resist in-plane and Out-Of-plane The D2L bars are the primary means of resolving the panel loads across th lateral loads. into the embedded plate. These bars will act primarily in shear. ICC-ES Report 2907, Table 3 (reissued 12/2o 18) demonstrates adequate shear ca a crack and D2L embedment length. If the D2L extends 7%2"past the crack th ha ," deemed acceptable. pacify with a may e connection may be e) Based on this reasoning the connection is deemed to be structurally adequate if the weld to crack distance i 4" r less. See attached sketch tilted "Cracks at q Foundation/Panel Clip" issued 04/01/19 for clarification. Panel cracks that more than 4"from the weld shall be reported to SDA in writing. are located 0 Cracks shall be sealed with Skia Sikadur-55 SLV resin injection, or equivalent, to stabilize the surrounding approved The injection process shall be completed per thendPreventmanufacturer's water'c cl o ade intrusion_ contractor performing the resin injection shall have at least five years of concrete repair experience. The pastels shall be fully cured prior a t airing concrete The repair shall be inspected to provide an independent record of the repair and ens �. The concrete correct installation. we g) Port Gardner Architects shall specify an additional water protection panel/Foundation connection, Solution for the 3) At least one paneUfoundation clips are inset into the panel (see hoto#5 modification was done to account for erroneous foundation embedment late The site condition is deemed to be structurally adequate ' ) It appears this exterior face of the ancl. Clip insets that exceed this limn"the inset is ,p locations. or,less from the be reported to SDA. illil6 litic 0,92 I krr.�,�•t f) 11 :1 i N'LIC17LIra1 ncGiw, :, Plan Review stiuctatLti By $AFEB 1'rrrfiuec ring.S'r�arc irn cis ry Lcrsv U l It ,YD.4='81 G3 4) Panel/foundation clips do not align in at least three locations(see hoto#fi conditions prevent an adequate connection. To resolve this issue a post-install foundation clip shall be installed per the attached sketch tilted p )� The site issued 04/01/19. Post-installed ted"Offset Panel Clip Conn." This letter shall be issued to Port Gardner Architects, Geotest, Coast Cons Building Official. Any discrepancies between the site conditions and the de be reported to the engineer of record. Please contact this office if traction, and the concerning this letter, or for any other assistance_ scripues above shall You have any questions Sincerely, e Jasper Baarbe,E.I.T. Chris Covington, P-E. Plan Review St� ucfur�tl l��sigzi AssocMtu, By SAFE Built �� + %tc'c^t'in S!/tt('l1N'N•� !rA Law Photc,4I: Burk inserts behind column. Phutc,2: at panel%founddtiOil clip Plan Review By SAFEBuilt s'4iE -acking at palICIA'OLIndation clip 1 • r �r.'.Jam' • FFP1an Review ��- -; Sri-L1Crural Desio-n -�sso ciar��sy SAFEBUIIt ,571'11C111iVY In Last R �r S � Photo#5: Inset panel/foundation clip Photo#6: Offset panel/foundation clip REFER TO S5 DATED APRIL 29, 2018 & "PANEL CONN. TYPE 'E' AND 'F' REVISION" CONSTRUCTION SUPPORT LETTER ISSUED BY STRUCTURAL DESIGN ASSOCIATES JAN. 21 , 2019. my c hie SKETCH TO BE READ IN CONJUNCTION WITH "PANEL DEFICIENCIES" CONSTRUCTION SUPPORT LETTER ISSUED BY STRUCTURAL DESIGN ASSOCIATES APRIL 1 , 2019. U "t O hi ctl �• STILT-UP PANEL (REINFORCEMENT t3l j� n NOT SHOWN) CAI J!f LILIj D2L BAR NON-SHRINK t y (17" LG.) GROUT PANEL CRACK BUILT-UP SLAB (REINFORCEMENT r*4"MAX. NOT SHOWN) Y If 21 WELD PER PLAN i FOUNDATION/ POERNP A NON PANEL CLIP (REINFORCEMENT PER PLAN NOT SHOWN) Q z Z Q - FOUNDATION/PANEL CLIP SECTION yob rJ 0 0 *IF THIS DISTANCE EXCEEDS 4" THE CRACK LOCATION o & (3) PHOTOS OF THE CRACK SHALL BE REPORTED f� TO THE ENGINEER OF RECORD. o,:,­R./:.e 04-C,i 9 Plan Review 6 I G3 By SAFEBuilt STIKUCTURAL DETAILS PROVIDE SPECIAL INSPECTION REPORTS FOR WELDING & EPDXY ANCHOR INSTALLATION W n CONCRETE DRILLING SHALL NOT PENETRATE STEEL r` " �� REINFORCEMENT. o EX. PANEL EMB. PLATE PER S5 EX. PANEL PER PLAN ° & S6 (DATED APRIL 29, 2018) Q }-T _ En MIN. 2 a °��9) - L4x4xj" A36 r 4J. V � n I L = V J U I! (3) "'0 F1554, GR36 EX. FT'G EMB. THREADED ROD, FASTEN PLATE PER S5 TO CONC. w/ SET-XP, -S6 (DATED APRIL I (EMB. 6") 29, 201 S) -EX. FT'G PER PLAN z z OFFSET PANEL CLIP CONN, ELEVATION ° V a' v uj a - U � Plan Review By SAFEBuilt a ,-EX. PANEL u� 6" j PER PLAN IL ~(TYP.) O i' i 2" (TYP.) A, 31 MIN. - EDGE OF FT'G Ci.:J:r:J•1-O - c ,n inr;nI. OFFSET PANEL CLIP CONN. PAN 5TKUCTURAL DETAI L5 ��AU�(LA�.►t_ D3/Z$�19 5 14-41 PPO+i- OF-FSj-r coNN), S POOYOS 91-r2, Qscr 919,�., V SC F 92a't, S CksclF g z►4 y W CUU00,O 6,r Po,Lr GAACacA- AALli&r,_rcr3 Pr t� K�uK-O&V --,W*A/L = V= 5.o4+( &o,-,W"c,cvfk,z Vk) Sox , PLAT& iv / s ��z CoaC, EDGE • EX. Ee6 , PL4T. Ao*QUAM Pe-Z C4-TC?:04.L. ��N NEB Bgxv.t ANk-j-t — Gy€u= L tlx y 1 % AX, I= S-U,-' �N v z s, o'tk !;33;rt Vow4 4 f, Z�x 36 �F,o9K -,�i. AAe604- 0-94. Pgtx/10f lr ) 'IZ-f F Gn ill U,. ,L41 LBYan Review SAFEBuilt Anchor Designer"' Company: Date: 3/28120 1 9 Software Engineer: Page: 115 r , Project: I SDA#8163 Version 2.7.6990.9 Address: e Phone: E-mail: 1,Proiect it formation Customer company: Project description:OFFSET PANEL CONN Customer contact name: Location: Customer e-mail: Fastening description: Comment: ZInDtrt Data$A hgr ParamCterg General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):24.00 State:Cracked Anchor Information: Compressive strength,f'c(psi):5000 Anchor type:Bonded anchor %,V:1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):4.000 Reinforcement provided at corners No Code report:ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hale condition:Dry concrete hmn(inch):5.25 Inspection:Continuous cap(inch):7.28 Temperature range,Short/Long:110175°F Cmi"(inch):1.75 Ignore Edo requirement:Not applicable Smm(inch):3.00 Build-up grout pad:Yes Base Plate Length x Width x Thickness(inch):14.00 x 4.00 x 0.50 Recommended Anchor Anchor Name:SET-3G-SET-3G w/1/2"0 F1554 Gr.36 Code Report:ICC-ES ESR-4057 a FBPlan Review y SAFEBuilt Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility -, .,�,�:-r, lr.(- 5956 VV Las Positas Boulevard Pleasanton,CA 94598 Phone:925 560 9000 Fax:925 8473871 w%vw strongtie corn • Anchor Designer TM Company: Date: 1312812019 Software Engineer; I Page: 1215 Proiect: SDA#8163 Version 2.7.6990.9 Address: Phone: _ E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:No Ductility section for tension:17,2,3.4.3(c)is satisfied Ductility section for shear:172.3.5.3(c)is satisfied Qu factor:not set Apply entire shear load at front row:Yes Anchors only resisting wind and/or seismic loads:Yes Sliength level loads: N..[lb]!0 VM[lb]:0 Vuav[lb]:5040 M.[ft-Ib] 0 Muy(ft-Ib] 0 Mux(ft-lb) 0 <Figure 1> Z Olb 0 ft-tb 5040 Ib Y 0 fb-[b Olb� X 1 0 ft-lb Plan Review ?.. By SAFEBuilt Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility tiIrOp,un SlrnTrlr(i T:e:-n lii:.ny nc 6955 VV Las Positas Boulevard Pleasanto n,CA 94588 Phone:925 560 9000 Fax:925 847 3871 www strongbe corn Anchor Designer TM Company: Date: 3/28/2019 ? Engineer: Page: 3/5 If Software Project: SDA#8163 Version 2.7.6990-9 Address; Phone: E-mail: <Flgure 2> 4� t 3.50 Plan Review By SAFEBuilt Input data and results must be checked for agreement with the existing circumstances.the standards and guidelines must be checked for plausibility 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560 9000 Fax:925 647 3871 www strongtlecom Anchor Designer"m Company: Date: 3/28/2019 Engineer: Page 415 Software Project: SDA#8163 r Version 2.7.6990.9 Address: e Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear lead x, Shear load y, Shear load combined, Nsa Qb) V..(Ib) Vuay(Ib) w(Vc.)'+(V.ay1'(Ib) 1 0.0 0.0 1680.0 1500.0 2 0.0 0.0 1680.0 1680.0 3 0.0 0.0 1680.0 1680.0 Sum 0.0 0,0 5040.0 5040.0 Maximum concrete compression strain(%-):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 Resultant compression force(Ph)!0 Eccentricity of resutant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(Inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0,00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 49- 8.Steel Strength of Anchor in Shear ISec. 17,5.11 V.(Ib) orout 0 4XV,-hr O9m vzvsmOV.(Ilb) Plan Review 4940 08 0.66 0.75 1927 9 Concrete Breakout Strength of Anchor in Shear(Sec.17.6.21 By SAFEBuilt Shear perpendicular to edge in y-direction Vby=minj7(1,/da)sNdaA.VFcri ';9A.JF.c. 5j(Eq.17.5.2.2a&Eq.17.5.2.2b) le(in) da(in) Aa Pc(psi) ca,(in) Vby(ib) 4.00 0.500 1.00 5000 3.50 3474 OVow=0(Avc1Awo)Wec,vV*a,vKvVISWby(Sec.17.3A &Eq.17.5.2.1 b) A Vc(in2 Av-(in2) VOC,V Wedy G.V TA Vby 0b) 0 ^bu(lb) 11&13 55.13 1.000 1.000 1.000 1.000 3474 0.70 5210 10 Concrete Prvout Strength of Anchor in Shear(Sec.17.6.31 OVcpo=O minjk�pNag;kcpNcbgl=0 min ikcp(AnaJANsp)'Yecros Yedrre YroNaNb,;koa(ANc/AMcc)'1'ar,ray`ea,ro'14,N'I�F,r�IVb�(Sec.17.3.1& Eq.17.5.3.1b) kcp ANa(in2) ANao(in2) Pkr& Y'.'Au WcgNa Nba(Ib) N.(Ib) 2.0 280.90 205.45 0.847 1.000 1.000 9363 10836 ANo(inz) AN-(in2) %gN SNd,N 'I`c,ra Y�cp,iv Nb(Ib) Neb(Ib) 0 228.00 144.00 1,000 0,875 1.000 1.000 9617 13323 0.70 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked tvr plausibility n: 5956 W Las Positas Bnulevard Pleasanton,CA 94588 Phone:925 560 9000 Fax 925 847 35TI vA"strengtte oom Anchor Designer TM Company: Date: 1312812019 Engineer- Page: 515 SoftwareProject: SDA#8163 Version 2.7.6990.9 Address: Phone: E-mail: OVm(lb) 15171 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.71? Shear Factored Load,V..(lb) Design Strength,oV�(lb) Ratio Status Steel 1680 1927 tl.ti/ Pass T Concrete breakout y+ 5040 5210 0.97 Pass(Governs) Pryout 504d 15171 0.33 Pass SET3G w/112"0 F1554 Gr.36 with hef=4.000 inch meets the selected design criteria. 12.Warnirr� -This temperature range is currently outside the scope of ACI 318-14/-11 and ACI 355.4.Designer must exercise judgement to determine if this design is suitable. -Per designer input,ductility,requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Plan Review By SAFEBuilt rimA data and results must be checked for agreement with the existing circumstances,the standards and guidel ines must be checked for plausibility >r r;':n ::in.;- Gr r, m.irc 5955 W Las Positas Boulevard Pleasanlen,CA 945BB Phone:925 560 9000 Fax 925847 3871 wwvi stronglie cam PORT GARDNER ARCHITECTS April 2, 2019 PGA 1612 Project: A New Building for Dantrawl Inc. Arlington Permit#1792 Site: 6221 180th Street NE, Arlington Washington To: Kevin Olander, David Spencer, and Christina Humphrey RE: Concrete panel connection deficiencies to rigid steel frame and to foundation. This is direction to correct panel connection deficiencies at the rigid steel frame and the foundation embeds. Note— o The misplaced Burke Bolts—additional information has been forwarded to SDA to review and determine an appropriate fix today (April 2, 2019). This will be addressed in a separate submittal. o Cracked Concrete at Embeds—The cracked concrete at the embed plates will need special inspection to meet multiple criteria listed in the SDA Report attached. I will specify water proofing to be placed over the connections to protect them from water intrusion. This submittal with the attached SDA report for Kevin Olander(City Building Official) and David Spencer at the City of Arlington allowing them review and comment if they deem necessary, approval to be included in the permit(#1792) record. Thank you for your time 6679 REGISTERED oug Hannam ARCHITECT Architect of Record DOUGL AS N.HANNAM STATE OF WASHINGTON Receiv- APR 03 Nly, 3i,.0 11g2 1512 WETMORE AVENUE EVERETT, WASHINGTON 98201 425 388 5588 Y �s2 stfUCtl.lral DCSi�m ,_1SSO Ciatcs S'L)A==b 16 3 March 25. 2019 15 C0 IV SxNG yeti AI Danntrawl Inc. 62XX 180`' St.NE. Arlington, WA r, Subject: Butler Revision review for wind column located at gridline 2/132 343 SDA Ref. #8163 SRO PAL To whom this may concern: 2 �' 6°sEu1 J 2'fvs;� Coast Constriction has opted to replace the framing in response to the wind column location deficiency at gridline 2/B.2. In response, Butler has issued the following documents to facilitate the necessary changes: 1) Dravynng package tilted "17-017737-01-waI13 endpost moved lft to grid D.pdf', page 1/3 dated 5!5/2018, page 2/3 dated 10/22i2018,page 3/3 dated 10/22/2018, 21) Calculation package titled"17-01773 7-0 1-Revised calculation Rev03". issued 03/22/2019: 3) Calculation package titled"17-017737-01-Reaction report 04 for frame at grid 2 only", issued 3/22/2019: 4) Cover Letter titled 17-017737-Sealed Endwall.Post2-B.2 Relocation— 3-22-20197', issued 03/22/2019. SDA has reviewed the documents issued by Butler and deemed them to be in general conformance with the requirements outlined in the construction support letter titled"Wind Column located at gridline 2/B.2 issued by SDA March 14 and revised March 15`!' Butler building is responsible for detailing all steel connections influenced by the moved column. Butler shall inspect/certify the new framing prior to deliver!at the job site. This letter shall be issued to Port Gardner Architects, Geotest, Coast Constriction, and the Building Official. Any discrepancies between the site conditions and the description above shall be reported to the engineer of record. Please contact this office if you have any questions concerning this letter. or for any other assistance. Sincerely. CITY OF ARLINGTON BUILDING DEPARTMENT OFFICE COPY APPROVED DATE , I 13 Cj NO CHANGES AUTHORIZED UNLESS APPROVED BY THE BUILDING INSPECTOR -Received Jasper_Baarbe, E.I.T. Chris Cov ns, n. P.E. BAR 2 7 2019 3i06 Rucks_\\-e. I�:vcrctr, \\.\ 98211 Ph: 42.-339-0r'-93 l 4275-2321-(.11)10 sdacveretLcom REVIRFriI �r� ;� _�. ,. _ _ .. i i ' � ....+wro+uw�K...�,w.-�.•.a+.��: ...-tea�.r„�...oF�.a.,���,�.- •. .- � -- - - we�r+sa� B[JTLE BUTLER MANUFACTURING COMPANY R 1540 Genessee•Kansas City,MO 64102 A BlueScope Steel Company Post Office Box 419917 Kansas City,MO 64141-6917 Phone:(816)968-3000 March 22nd, 2019 Trevor Gaskin Coast Construction 16632 Smokey Point Blvd Arlington, VijA 98223 Butler Order No........... 1 7-01 773 7 Bldg.Description.........Dantrawl B1do End Customer..............Dantrawl Inc Bldg, Location.... 17305 591"Ave NE,Arlington WA 98223 RE: Endwall Post at 2.1/132 Relocation To Whom It May Concern. TTtis letter addresses the above project on items associated with Butler Post at 2.1/B.2. scope of work due to relocation of endwal] Due to mis-located anchor rods; endwall post at 2.1/B.2 is relocated 1ft0 towards grid D. Please see attached"17-0177 i 7-01-Reaction report Rev04 for framee at grid 2 only"for revised reaction at grid 2.1. Please see attached"17-017737-01-Revised Calculation Rev03-endpost move lft to D"for updated calculation fo lranle at grid 2.1, secondary at grid 2. r Please see attached drawings"17-017737-01-wall 3 endpost moved lft to grid D"for parts affected. Please feel free to contact me if there is any question. Sincerely, Reason:This document has been electronically signed and sealed by Josh Seymour,PE using my Digital Signature with PE seal affixed. Printed copies W Josh Seymour,PE Josh Seymour, PE of this document are not _ Key Account Manager considered signed and �f BlueSco a Building seated,and the signature r h,50392 P North America must be verified on any �C/STER� electronic COPY- Date:2019.03.22 Cc: Kari Nunes 16:38:00-05'00' 03/22/2019 Sunan Wang File 11 I� �� Date: 3/22/2019 BUTLER Butler Manufacturing 1 7-01 7 73 7-01-Reaction report 04 for frame at grid 2 only Time:11:03 AM Page: 1 of 5 Reactions-Summary Report w/Controlling Load Comb_ Shape: Unit 1-Building Builder Contact:Trevor Gaskin Project:Dantrawl Bldg Name:Coast Construction Builder PO#: Address:328 N Olympic Ave. Jobsite:17305 59th Ave NE City,State Zip:Arlington,Washington 98223 City,State Zip:Arlington,Washington 98223 Country:United States County,Country:Snohomish.United States Loads and Codes-Shape:Unit 1-Building Citi,: Arlington County: Snohomish State: Washington Country: United States Building Code:Washington State Building Code 2015 Structural: IOAISC-ASD Rainfall:I:0.10 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD Pc:3000.00 psi Concrete Buildina Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering+Second.Dead Load:Varies Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):3.50 psf-USR VI and Load Snow Load Seismic Load Wind Speed:Vult:110.00(Vasd:85 21)mph Ground Snow Load:pg:17.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf:11.90 psf Mapped MCE Acceleration:Ss:107.30%g Wind Exposure:C-Kz:0.994 Design Snow(Sloped):ps: 11.90 psf Mapped MCE Acceleration:Sl:41.80°Xog Parts Wind Exposure Factor:0.994 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie:1.000 Topographic Factor:Kzt: 1.0000 Exposure Factor:2 Partially Exposed-Ce:1.00 Design Acceleration Parameter:Sds:0.7660 Snow Importance:Is:1.000 Design Acceleration Parameter:Shc:0.4409 NOT Windborne Debris Region Thermal Factor:Heated-Ct:1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/4/6 °io Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:12/8/3 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.17 psf Fundamental Period Height Used:31/8/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.4447 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.2672 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear.V:02357 x W File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01-Reaction report 04 for frame at grid 2 only Time:11:03 AM Page: 2 of 5 Overall Buildine Descri lion Shape Overall I Overall F=A,- ll Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof Peak Width Length .ft.) (s .ft.) Height Height2 Pitch Pitch Height Unit 1-Building 131/0/0 1 302/0/0 39562 26192 39639 31/8/8 31/8/8 0.750:12 0.750:12 35/9/10 Overall Shape DeSeri t U Roof 1 Roof 2 From Grid To Grid Width Length Eave Ht. Eave Ht.2 Pitch Pitch 2 Dist.to Ridge Peak Height A B 14-D B-14 131/0/0 302/0/0 31/8/8 31/8/8 0.750:12 0.750:12 651610 35/9/10 13 1 11 10 r CM 4 m U 4 I Lij 4 <*>The building is designed with bracing diagonals in the designated bays.Column base reactions,base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: 17-017737-design revised for endpost moved to grid D test 03 Version: 20182b Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 6UTLER Butler Manufacturing 17-017737-01-Reaction report 04 for frame at grid 2 only Time:11:03 AM Page: 3 of 5 Wall:4,Frame at: 301/0/0 Frame ID:Endwall Frame @ REW Frame Type:Continuous Beam,End Posts B� 2.1-2 0 C-2 DU vy vy vy vy I � ti Hx wt Hx Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-I nfactored Load Tye at Frame Cross Section:2.1 Type Exterior Column Interior Column Interior Column Interior Column X-Loc 0/0/0 36/9/0 65/6/0 98/3/0 Gridl-Grid2 2.1-B 2.1-2 2-C 2-C 2 Base Plate W x L(in.) 9 X 13 9 X 14 10 X 14 9 X 14 Base Plate Thickness(in.) 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-01, 100'-0" 100'-01, 100'-0" Load Typel Load Description Desc. Hx I Vv Hx Hz Vv Hx Hz Vv Hx Hz Vv D Material Dead Weiaht Frm 1.50 5.51 0.98 6.92 - 0.97 CG Collateral Load for Gravity Cases Frm 1.11 3.27 - - - 4.62 - - L> Live-Notional Right Frm 4.06 11.29 - 18.29 - <L Live-Notional Left Frm 4.06 11.29 - - - 18.29 - ASL^ Alternate Span Live Load,Shifted Right Frm 2.03 0.44 - - - 9.15 - - ^ASL Alternate Span Live Load,Shifted Left Frm 2.04 10.85 - - - 9.14 - SMS> Specified Min.Roof Snow-Notional Right Frm 8.47 23.52 - - - - 38.11 - <SMS Specified Min.Roof Snow-Notional Left Frm 8.47 23.52 - - - - - 38.11 - - - S> Snow-Notional Right Frm 4.03 11.20 - - - - - 18.14 - SD Snow Drift Load Frm - - - - - <S Snow-Notional Left Frm 4.03 11.20 - - 18.14 - - Usl* Unbalanced Snow Load 1,Shifted Right Frm 3.02 3.57 - 17.35 *us1 Unbalanced Snow Load 1,Shifted Left Frm 3.04 12.17 17.33 - - Wl> Wind Load,Case 1,Right Frm -12.25 -22.94 - 13.10 12.23 -27.90 - 13.01 - <Wl Wind Load,Case 1,Left Frm 1.74 -12.48 - -11.79 - -11,01 -27.90 - -11.71 - W2> Wind Load,Case 2,Right Frm -12.12 -13.46 - - - - -14.77 - - <W2 Wind Load,Case 2,Left Frm 1.87 99 - - -14.76 - - IVPL Wind Load,11 Ridge,Left Frm -1.38 -15.17 - -26.18 - - - WPR Wind Load,11 Ridge,Right Frm -0.50 -21.97 - - -26.17 - - MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Fnn 4.20 2.26 - - -1.07 - M4V Minimum Wind Load Frm - - - - " MW Minimum Wind Load Frm -9.20 -1.10 -1.05 CU Collateral Load for Wind Cases Frm - - - • L RoofLive Load Frm 4.06 1129 - 18.29 - - S Snow Load Frm 4.03 11.20 - 18.14 - E> Seismic Load,Right Frm -13.66 -3.28 - 9.26 8.67 -0.10 - 9.23 - EG+ Vertical Seismic Effect,Additive Frm 0.47 1.34 - - - 2.07 - <E Seismic Load,Left Frm 13.66 3.28 - -9 26 -8.67 0.10 - -9.23 - EG- Vertical Seismic Effect,Subtractive Frm -0.47 -1.34 - - - -2.07 - - SMS Specified Min.Roof Snow Frm 8.47 2 3.5 2 - - - - 38.11 - - - File: 17-017737-design revised for endpost moved to grid D test 03 Version:2018.2b Butler Manufacturing,a division of B1ueScope Buildings North Ainerica,Inc. BUTLER 17-017737-01-Reaction report 04 / 2/2019 for frame at grid 2 only TimeDate: 31203 AM !_ Page: 4 of 5 Type X-Loc Exterior Column Gridl-Grim 1311010 Base Plate W x L(in.) 2.1-D Base Plate Thickness(in.) 9 X 13 Anchor Rod Qty/Diam. 0.375 Column Base Elcv. (tn') 4-1.000 Load TN c Load Dcsc lion 100-0„ D Desc. Hx �. Material Dead Weight Frm CG Collateral Load for Gravity Cases Frm -1.11 5.57 I> Live-Notional Right 1.11 3.27 <L Frm -4.06 11.29 Live-Notional Left Frm ASL'• Alternate Span Live Load,Slufred Right Fri -4.06 11.29 - ^ASL Alternate Span Live Load,Shifted Left -'02 10.85 - SMS> Specified Min.Roof Snow-Notional Right Frill 2.04 0.44 _ - - <SMS Specified Min.Roof Snow-Notional Left Frm 8 47 23.57 S> Snow,Notional Right Frm 8.47 23.52 SD Snow Drift Load 03 11.20 _ <S Snow-Notional Left Frm _ - - USl' Unbalanced Snow Load 1,Sltified Right Frill -4.03 11.20 - USI Unbalanced Snow Load 1,Shificd Lcfi Frm -3.04 12.16 9.58 Wl> Wind Load,Case 1,Right Frm -1.74 3 .4 - <Wl Wind Load,Case 1,Left Frm -1.25 12.47 W2> Wind Load,Case 2,Right Frm 12.25 22.94 <IV2 Wind Load,Case 2,Left Frm -1.87 _2.99 - WPL Wind Load,11 Ridge,Left Frm 12.12 -13.46 WPR Wind Load, Frm 0.48 1.97 - MW ��Ridee,Right Frm 1.39 Minimum Wind Load 15.18 m1w Minimum Wind Load Frm _ - MW MW Minimum Wind Load Frm 9,44 -1.19 - U Minimum'Wind F ind Load Frm C _ Coll Cases Collateral Load for Wind Crm 3- 2.15 L Frm Roof Live Load Frm S Snow Load -4•06 11.29 " E> Seismic Load,Right Frm -4.03 11.20 EG+ Vertical Seismic Effect,Additive Frm -13.01 3.38 <E Seismic Load,Left Frm -0.47 1.35 " EG- Vertical Seismic Effect,Subtractive Frm 13.01 _J.39 - SASS S ecificd Min.Roof Snow Frm 0.47 -1.35 Frm -8.47 23.52 - Alaximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1st order structural analysis. .4, to late Load Factors must be a))lied for design of foundations. X-Loc Grid Hrz left Load Hrz Right Load 0 tkHrz In Load Hrz Out Load UpliA Load Vrt Down Load A4om ccw Load 1-B (-Hx) Case (Hx) Case (-Hz) Case z Load Mom cw (k) (k) (H ) Case (-Vv) Case 0/0/0 2. (]r) (kt (VY) Case (-Mzz) Case (Mzz)]1.86 41 15.38 4 ) (k) Case 361910 2.I-B.2 - _ (in-k) i 651610 2 8.43 40 l 0.46 21 32.31 g (in-k) 98/3/0 2-C.2 7.89 40 7.89 39 10.98 2.59 - 131/0/0 2.1-D 14.78 39 11.27 42 8.40 40 8.40 39 ?I 0.97 5 1 _ _ 10.42 2'i 32.36 5 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:2.1 Note:All reactions are based on 1st order structural analvsis. X-Loc 0/0/0 Gridl -Grid-2 36/910 65�6i0 Ld 2'1-B 2.1-2 I.0 98/3/0 131/0/0 Dcscri lion Hx fir`, 2-C.2 Cs (a Aicalioa factor not shown) (k) Hx Hz Vv Hx Hz Vv Hx Hz Vy Hx 2.1-D 1 DD CGG L> 6.67 20.07 (k) (k) 0 98 (1) (k) (k) (k) (k) (I" (k) 4A 5 29.83 �)21 11.08 32.31 _ 0.97 -6.67 20.13 D+CU+WI> �.45 0.98 - 49.65 22 D+CU+<Wl -10.46 7.86 0,59 _ - _ 097 11.08 32.36 7.34 -12.59 7.81 0.58 -1.95 -4.14 39 D+CG+Fj+E 9.49 G74 7.07 0.59 -6.60 -12.59 • -7.02 0.58 6.45 -10.42 8.43 0.98 _ 7.89 12.90 8,40 0.97 -14.78 12.86 File: 1 7-0 1 7 73 7-design revised for endpost moved to grid D test 03 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Version:2018.2b BUTLER Date: /22/2019 I7-0I7737--0I Reaction report 04 for 3 frame at grid 2 only Time: 1:03 AM Pa"c• 5 of 5 40 D CG <E EG 15.38 102...6710 I 85..4433 0.95 7.89 13..O8 �88..440, 0041 D+CU+F>+EG- -11.86 59 97 G90.5 0 8 .. . 1S -12.4042 D+CU+<E+EG- 13.00 5 1. O.43 5..4 68 ASD Load Combinations-Framing ]vo• Origin Factor 1 S stem A LI ication 5 Y 1.000 1.0 D+1.0 CG+1.0 L> Descri ti on System 1.000 1.0D+1.0 CG+1.0 SMS> D+CG+L> 21 System 1.000 .G D+0.6 CU+0.G W 1> D+CG+SMS> 22 System 1.0'0 ,GD+0.6CU+0.6<W1 +CU+Wl> 39 System 1.000 1.0D+1.0CG+0.91E>+0.7EG+ +CU+<W1 40 System 1.000 LO D+1.0 CG+0.9 1<E+0.7 EG+ +CG+E>+EG+ 41 System 1.000 OD+0.6CU+0.91E>+0.7EG- +CG+<E+EG+ 4'- sN,tem 1.000 .6 D+0.6 CU+0.91 <E+0.7EG- +CU+E>+EG- CU+<E+EG- File: 1 7-0 1 7 73 7-design revised for endpost moved to grid D test 03 Butler Manufacttuing.a division of Bluekope Buildings North America,Inc. Version:2018.2b Date: 3/22./2019 BUTLER Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM Page: 1 of 18 Butler Manufacturing Company 1540 Genessee Street Kansas City, MO 64102 STRUCTURAL DESIGN DATA Project: Dantrawl Bldg Naive: 17-017737- design revised for endpost moved to grid D test 03 Builder PO 4: Jobsite: 17305 59th Ave NE City, State: Arlington, Washington 98223 County: Snohomish Country: United States Designer: Wensey Zhang/Violet Dong Butler Supervising Engineer: Josh Seymour TABLE OF CONTENTS Secondary at wall3/grid 2-Revised calculation................................................................................................................................. Framingat grid2.I-Revsied calculation.................................................................................................................. ...................... 10 Manualcalculation.......................................................................................I............................19 File: 17-017737- design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 1 7-01 7 73 7-01 Revised calculation Rev03 Time:11:41 AM Page: 2 of 18 Secondary-Summary Report Loads and Codes-Shape:Unit I-Building City: Arlington Counq,: Snohomish State: Washington Country: United States Building Code:Washington State Building Code 2015 Structural: 1 OAISC-ASD Rainfall:I:0.10 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD fc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering+Second.Dead Load:Varies Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):3.50 psf-USR Rind Load Snow Load Seismic Load Wind Speed:Vult:110.00(Vasd:85.21)mph Ground Snow Load:pg:17.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snoiv:p£11.90 psf Mapped MCE Acceleration:Ss:107.30%g Wind Exposure:C-Kz:0.994 Design Snow(Sloped):ps:11.90 psf Mapped MCE Acceleration:S 1:41.80%g Parts Wind Exposure Factor:0.994 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie:1.000 Topographic Factor:Kzt:1.0000 Exposure Factor:2 Partially Exposed-Ce:1.00 Design Acceleration Parameter:Sds:0.7660 Snow Importance:Is:1.000 Design Acceleration Parameter:Shc:0.4409 NOT Windborne Debris Region Thermal Factor:Heated-Ct:1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/4/6 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:12/8/3 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.17 psf Fundamental Period Height Used:31/818 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor.Rho:1.30 Fundamental Period:Ta:0.4447 R-Factor:3.50 Overstren_th Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:02189 x W Longitudinal Direction Parameters Ordinary-Steel Concentric Braced Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.2672 R-Factor:3.25 Overstrength Factor:Ornega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W Design Load Combinations-Purlin No. Origin Factor ApElication Description 1 Svstem 1.000 1.0 D+1.0 CG+1.0 L D+CG+L 2 System 1.000 1.0 D+1.0 CG+1.0 SMS +CG+SMS 3 Svstem 1.000 1.0 D+1.0 CG+1.0 S+1.0 SD D+CG+S+SD 4 System 1.000 1.0 D+1.0 CG+1.0 US I D+CG+US 1* 5 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 6 System L000 1.0 D+1.0 CG+1.0 PF1 D+CG+PF1(Span 1) 7 System 1.000 1.0D+I.0CG+I.0PF1 D+CG+PF1(Span 12) 8 System 1.000 1.0D+1.0CG+I.0PHI D+CG+PHI(Span 1) 9 System 1.000 1.0 D+1.0 CG+L0 PHI D+CG+PHI(Span 12) 10 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 1 11 Svstem 1.000 LO D+1.0 CG+1.0 PF2 +CG+PF2-Pattern 2 12 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 3 13 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 4 14 Svstem 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 5 15 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 6 16 System 1,000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 7 17 System Derived 1.000 1.0 D+1.0 CG+0.6 W I>+0.6 WBl> D+CG+Wl>+WBl> 18 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 VVB 1> D+CG+<W2+VVB 1> 19 System Derived 1.000 .6D+0.6 CU+0.6 Wl>+0.6 WB1> D+CU+Wl>+WB1> 20 System Derived 1.000 .6D+0.6CU+0.6<W2+0.6WB1> D+CU+<W2+WB1> 21 System Derived 1.000 1.OD+I.00G+0.75L+0.45W1>+0.45WB1> D+CG+L+WI>+WB1> File: 17-017737- design revised for endpost moved to grid D test 03 Version: 20182b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM Page: 3 of 18 22 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45W131> D+CG+L+<W2+WB1> 23 Svstem Derived 1.000 1.0D+1.0CG+0.75S+0.45VAT1>+0.45WB1> D+CG+S+W]>+VTB1> 24 Svstem Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB 1> D+CG+S+<W2+WB 1> 25 System Derived 1.000 1.0D+1.0CG+0.6 Wl>+0.6<WB1 D+CG+Wl>+<WBl 26 System Derived 1,000 1.0 D+1.0 CG+0.6<)A'2+0.6<WB1 D+CG+<W2+<WB 1 27 Svstem Derived 1.000 0.6 D+0.6 CU+0.6 Wl>+0.6<WBl D+CU+WI>+<WBl 28 System Derived 1.000 .6 D+0.6 CU+0.6<W2+0.6<RTB 1 D+CU+<W2+<WB 1 29 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 Wl>+0.45<WB 1 D+CG+L+Wl>+<WB 1 30 Svstem Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB 1 D+CG+L+<W2+<NVB 1 31 System Derived 1.000 1.0D+1.0CG+0.75S+0.45 Wl>+0.45<WB1 D+CG+S+WI>+<WB1 32 Svstem Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0,45<WB 1 +CG+S+<W2+<WB 1 33 System Derived 1.000 1.0 D+1.0 CG+0.6 Wl>+0.6 WB2> D+CG+Wl>+VJB2> 34 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 W132> D+CG+<W2+WB2> 35 System Derived 1.000 0.6D+0.6CU+0.6 Wl>+0.6WB2> D+CU+WI>+WB2> 36 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB2> D+CU+<W2+WB2> 37 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 Wl>+0.45 WB2> +CG+L+Wl>+WB2> 38 Svstem Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 W132> +CG+L+<W2+WB2> 39 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 Wl>+0.45 WB2> D+CG+S+Wl>+W132> 40 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB2> D+CG+S+<W2+VA7132> 41 System Derived 1.000 1.0 D+1.0 CG+0.6 Wl>+0.6<WB2 D+CG+Wl>+<WB2 42 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<V TB2 D+CG+<W2+<W132 43 Svstem Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB2 D+CU+Wl>+<W132 44 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB2 +CU+<W2+<WB2 45 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 Wl>+0.45<WB2 D+CG+L+W 1>+<WB2 46 Svstem Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<W132 D+CG+L+<W2+<WB2 47 S,ystemDerived 1.000 1.0D+1.0CG+0.75S+0.45 Wl>+0.45<WB2 D+CG+S+Wl>+<WB2 48 System Derived 1,000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB2 D+CG+S+<W2+<WB2 49 Svstem Derived 1.000 1.0 D+1.0 CG+0.6 Wl>+0.6 WB3> D+CG+W l>+WB3> 50 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB3> D+CG+<W2+WB'> 51 Svstem Derived 1.000 0.6D+0.6CU+0.6 Wl>+0.6WB3> +CU+WI>+WB3> 52 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB3> D+CU+<W2+WB3> 53 System Derived 1,000 1.0 D+1.0 CG+0.75 L+0.45 Wl>+0.45 VJB3> D+CG+L+W 1>+WB3> 54 Svstem Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 W133> D+CG+L+<W2+WB3> 55 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45\VB3> D+CG+S+Wl>+WB3> 56 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB3> D+CG+S+<V72+WB3> 57 Svstem Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6<vVB3 D+CG+Wl>+<WB3 58 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB3 D+CG+<W2+<WB3 59 System Derived 1,000 0.6D+0.6CU+0.6 Wl>+0.6<WB3 D+CU+Wl>+<WB3 60 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<1W133 D+CU+<W2+<WB3 61 System Derived 1,000 I.0D+1.0CG+0.75L+0.45W1>+0.45<WB3 D , CG+L+Wl>+<WB3 62 Svstem Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB3 D+CG+L+<W2+<WB3 63 System Derived 1.000 1.0D+I.0CG+0.75S+0.45 Wl>+0.45<WB3 D+CG+S+Wl>+<WB3 64 System Derived 1,000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB3 D+CG+S+<W2+<WB3 65 Svstem Derived 1.000 1.0 D+1.0 CG+0.6 Wl>+0.6 WB4> D+CG+Wl>+WB4> 66 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB4> D+CG+<W2+RTB4> 67 System Derived 1.000 0.6 D+0.6 CU+0.6 a71>+0.6 WB4> D+CU+W 1>+W134> 68 Svstem Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB4> D+CU+<W2+RTB4> 69 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 Wl>+0.45 W134> D+CG+L+W 1>+WB4> 70 Svstem Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 W134> D+CG+L+<W2+W134> 71 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 Wl>+0.45 WB4> D+CG+S+Wl>+WB4> 72 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB4> D+CG+S+<IAT2+WB4> 73 Svstem Derived 1.000 1.0 D+1.0 CG+0.6 Wl>+0.6<WB4 D+CG+Wl>+<WB4 74 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<W134 D+CG+<W2+«WB4 75 System Derived 1.000 0.6 D+0.6 CU+0.6 W1>+0.6<WB4 D+CU+W l>+<WB4 76 Svstem Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB4 D+CU+<W2+<WB4 77 System Derived 1.000 1.0D+1.0CG+0.75L+0.45 Wl>+0.45<WB4 D+CG+L+W1>+<�B4 78 Svstem Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<W134 D+CG+L+<W2+<MI134 79 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 Wl>+0.45<WB4 D+CG+S+Wl>+<WB4 80 System Derived 1.000 1.0 D+1.0 CG+0.75 S 0.45<W2+0.45<W134 D+CG+S+<W2+<WB4 81 Svstem Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 82 System Derived 1.000 0E.6 6 D+0.6 CU+0.7 EB>+0.7 EG- D ' CU+EB>+EG- 83 System Derived 1.000 0 D+1.0 CG+0.7<EB+0.7 EG+ D+CG+<EB+EG+ 84 Svstem Derived 1.000 D+0.6 CU+0.7<EB+0.7 EG- D+CU+<EB--EG- Design Load Combinations-Girt No. 1 Ori iu 1 Factor :1 ilicaiian Description 1 I System 1 1.000 P.7 E> jr> File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3'122/2019 BL/TLER Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM Page: 4 of 1 R 2 System 1.000 0.7<E <E 3 System Derived 1.000 .6 W 1>+0.6 WB 1> f l>+WB 1> 4 System Derived 1.000 .6«<72+0.6 WB 1> <XV2+WB 1> 5 System Derived 1.000 .6 W 1>+0.6<WB 1 WI>+<WB 1 6 System Derived 1.000 .6<W2+0.6<WB 1 <NkF2+<WB 1 7 System Derived 1.000 .6 Wl>+0.6 WB2> Wl>+u7B2> 8 System Derived 1.000 .6<W2+0.6 WB2> f2+WB2> 9 System Derived 1.000 0.6 W 1>+0.6<W W2 B2 < +<WB2 10 System Derived 1.000 0.6<W2 W+0.6< B2 V1�2+<WB2 11 system Derived 1.000 0.6 W 1>+0.6 WB3> W 1>+WB3> 12 System Derived 1.000 .6<W2+0.6 WB3> <v112 IA7B3> 13 System Derived 1.000 .6 W 1>_0.6<WB3 W 1>+<WB' 14 System Derived 1.000 ).0<W2+0.6<WB3 <W2+<WB3 15 System Derived 1.000 .6 W 1>+0.6 WB4> WI>+WB4> 16 System Derived 1.000 .6<W2+0.6 B4> <W2+�4>W 17 System Derived 1.000 .6 W 1>+0.6<VTB4 W 1>+<WB4 18 System Derived 1.000 .6<W2+0.6<WB4 <W2+<WB4 19 System Derived 1.000 0.7 EB> <EB 20 System Derived 1.000 0.7<EB <EB Deflection Load Combinations-Purlin No. Oriein Factor I Deflection Application Description 1 User 1.000 180 .0 S+1.0 SD +SD 2 System 1.000 150 1.0 L System 1.000 180 1.0 SMS MS 4 System 1.000 180 .42 Wl> 1> 5 System 1.000 180 .42<W2 W2 Deflection Load Combinations-Girt No. Origin Factor Deflection Application Description 1 System 1.000 90 ).42 W1> rl> 2 System 1.000 90 .42<1v2 <IAM 3 System 1.000 90 3.5 E> E> 4 System 1.000 90 .5<E <E File: 17-017737- design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. Date: 3/22/2019 BUTLER butler ManuFacturing 17-017737-01 Revised calculation Rev03 Time:11Al AM Paue: 5 of 18 Wall:3 0 Concrete ft- ell n 19x16OHD1 19x16OHO2 19x16OHD3 3 70 1f DR F 00H \invmum Secondary,Designs for Sha a[snit 1-Building on Side 3 Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % °io % % Ld Lap % % % °/ Ld % % % °io Ld Lap Id ($) Status (in.) Bnd Shr Cmb Wcn Cs (in.) Bnd Shr Cmb W Cs Bnd Shr Cmb W Cs (in.) 2,1 36.75 8.50xO.O98 Z Con-60.0 Yes 34.5 0.79 0.00 0.00 0.00 3 0.36 0.08 0.37 0.00 3 34.5 2 28.75 8.500.060 Z Con-60.0 Yes 22.5 0.36 0.06 0.36 0.00 3 22.5 0.83 023 0.67 0.00 4 0.34 0.12 0.36 0.00 3 22.5 2,3 32,75 8.50xO.O6O Z Con-60.0 Yes 34.5 0.34 0.18 0.38 0.00 3 34.5 0.96 0.35 0.83 0.00 4 0.69 0.18 0.71 0.00 3 34.5 2.4 32.75 8.500.073 Z Con-60.0 Yes 46.5 0.69 0.19 0.71 0.00 3 46.5 0.96 0.00 0.00 0.00 3 3,1 36.75 8.500.098 Z Con-60.0 Yes 34.5 0.54 0.00 0.00 0.00 3 0.26 0.04 0.26 0.00 3 34.5 3,2 28.75 8.500.098 Z Con-60.0 Yes 22.5 0.26 0.03 0.26 0.00 3 22.5 0.36 0.05 0.31 0.00 4 4,1 36.75 8.500.113 Z Con-60.0 Yes 34.5 0.83 0.00 0.00 0.00 3 0.41 0.07 0.41 0.00 3 34.5 4,2 28.75 8.500.068 Z Con-60.0 Yes 1 22.5 0.41 0.06 0.41 0.00 3 22.5 0.87 0.22 0.71 0.00 4 0.45 0,14 0.47 0.00 3 22.5 4.3 32.75 8.500.068 Z Con-60.0 Yes 34.5 0.45 0.19 0.49 0.00 3 34.5 0.94 0.31 0.80 0.00 4 0.73 0.17 0.75 0.00 3 34.5 4A 32.75 8.500.079 Z Con-60.0 Yes 46.5 0.73 0.17 0.75 0.00 3 46.5 0.95 0.00 0.00 0.00 3 Maximum Secondary Deflections for Shape Unit 1-Building on Side 3 Design Id I -Segffwnt Deflection(in.) Ratio Location(ft) Load Case Description 2 1 1.66 (L/266) 16.50 1 0.42W1> 2 2 -0.29 (L/1192) 44.63 1 0.42W 1> 2 3 0.72 (L/548) 79.38 1 0.42W1> 2 4 1.50 (L/261) 117.13 1 0.42W1> 3 1 1.05 (L/422) 16.00 1 0.42W1> 3 2 0.17 (L/2021) 55,63 I 0.42W1> 4 1 1.74 (L/254) 16.50 1 0.42W1> 4 2 -0 25 (L/1403) 43.13 1 0.42W1> 4 3 0.95 (L/415) 79.88 1 0.42W1> 4 1 4 1 1.50 (L/262) 117.13 1 0.42W1> File: 17-017737-design revised for endpost moved to grid D test 03 Version: 20182b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11Al AM Page: 6 of 18 Welded Girt(Id=1,1) Frame Member Sizes Mem. Fig Width Flg Title Web Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) ) (ksi) (ksi) Jt.l Jt2 25000 9.00 0.3750 0.1345 12.00 12.00 13.46 378.4 55.00 55.00 SS SS 3P 25001 9.00 0.3750 0.1345 12.00 12.00 18.33 511.5 55.00 55.00 SS SS 3P Total Frame Weight=889.9 (p) (Includes all plates) S andrel Beam Connection Design(ASD) Connection Plate Bolt Grout) Edge Weld Beam Cope Mem. A. Tvpe Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage Pitch 'a' Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 1.1 1 ST 0.375 7.00 4.50 1 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FI 4.25 0.38 1.1 2 ST 0.375 7.00 4.50 1 55 0.750 A325N/ST 2 1 1 0.00 3.00 1 2.50 (2(-0.1250 FO 3.91 1.38 Required Strength Available Strength Ratio Min.Thickness Mem. Jt. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % % % % in. In. 1,1 1 1 0.00 -3.74 0.00 13.74 1 0.0 1.03 0.30 0.34 0.13 0.38 OK->Cli LocalBuckline 0.0461 0.1875 1.1 2 1 0.00 -3.74 0.00 3.74 0.0 1.03 0.30 0.34 0.15 0.47 OK->Colu=WebRll tune 0.0461 0.0884 Boundary Condition Sunman' Member X-Loc Y-Loc Su pp.X I Su pp.Y Moment I Dis lacement Mo.) Displacement Y(in.) Displacement ZZ(rad. 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 36/9/0 0/0/0 ' No Yes No 0/0/0 0/0/0 0.0000 Frame Design Mem n'ber Summa -Contro Load Case and Maximum Combined Stresses perMember(Locations are from Joint 1) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mont-y Axial Mem. Loc. Depth T Shear Pr Vr Mrx Mry Pc Vc Mex Mey Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 18.38 12.00 1 0. -412.1 0.0 35.3 429.0 399.5 0.96 25000 0.00 12.00 -3.7 18.2 0.21 25001 0.00 12.00 1 0.0 -412.1 0.0 35.3 429.0 399.5 0.96 25001 18.38 12.00 1 3.7 18.2 0.21 Parameters Used for Axbd and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn h, Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 18.38 441.00 441.0 441.0 8.261 3.38 244.09 45.56 40.68 10.13 43.49 15.24 1.331 1539. 11 1.14 1.00 1.07 0.90 1.0 25001 0.00 441.00 441. 441.0 8.26 3.38 244.09 45.5G 40.68 10.13 43.49 15.2 0.33 1539.41 1.14 1.00 1.07 0.90 1.0 Deflection Load Combinations-Framin No. Origin Factor DefH DefV Application Description 1 System 1.000 90 90 .42 Wl> > 2 System 1.000 90 90 .42<W2 OA72 3 System 1.000 90 90 .5 E> E> 4 Svstem 1.000 90 1 90 .5<E <E Controlling.Frame Deflection Ratios for Cross Secdon:Welded Girt(Id=13 Description Ratio Deflection(in.) Member Joint Load Case Load Case Description [Max.Horizontal Deflection L/523) -0.842 25001 1 4 <E •Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737- design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3,122,2019 BUTLER Butler Manufacturing 17-0I 773 7-0I Revised calculation Rev03 Time:11:41 AM __. Page: 7 of 18 Welded Girt(Id=1,2) Frame iltember Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy SPlice Codes Shape No. (in.) (in.l (in.) (in.) (in.) (ft) (ksi) (ksi) Jt.l Jt.2 25000 8.00 0.2500 1 0.1345 12.00 12.00 14.33 268.2 55.00 55.00 SS SS 3P 25001 8.00 0.2500 0.1345 12.00 12.00 14.33 267.9 55.00 55.00 SS SS 3P Total Frame Weight=536.0 (p) (Includes all plates) S andrel Beam Connection Design(ASD Connection Plate Bolt Group Edge Weld Beam Co e Mem. Jt. Tvpe Thick. Height Len-2th Fy Diam. Spec/ft. Bolts Rows Gage Pitch 'a' Size Side C Depth Id No. in. in. in. ksi in. n r in in. in. in. in. in. 1.2 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 3.91 1.38 12 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2I 1 I 0.00 3.00 1 2.50 (2(-0.1250 FO 4.41 1.50 Re uired Strength Available Stren th Ratio- Min.Thickness Mem. Jt. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. -1-2- 1 1 0.00 19) 0.00 2.92 0.0 1.03 0.24 0.27 0.12 0.47 OK->ColumnWebRll ture 0.0360 0.0884 1 l 2 1 0.00 -2.92 0.00 2.92 0.0 1.03 0.24 0 27 0.12 0.47 OK->ColumnWebRll lure 0.0360 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su .Y Moment I Displacement X(in.) DisplacLinent Y(in.) Dis lacement ZZ(rad) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 28/9/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controlling Load Case and Alaximum Combined Stresses per Member(Locations are from Joint 1 Coutrolling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth She Pr Vr Mrx Mry Pc Ve Mex Mcy - Shear No. ft in. Flexure k k in-k in-k- k k in-1, in-k Flexure 25000 14.38 12.00 1 0. -252.2 0. 27.0 258.8 142. 0.97 25000 0.)0 12.00 1 -2.9 17.4 0.17 25001 0.00 12.00 1 0. -252.2 0.0 27.0 258.8 142.E 0.97 25001 14.38 12.001 1 2.9 17.4 0.17 Parameters Used for Axial and Fiezuris Design Mem. Loc, I Lx Ly/Lt Lb Ag Afn Ixx Ivv Sx S}r Zx Zy J Cw Cb RPe Rpe Qs Qa No, ft in. in. in. in.2 in.2 in.4 m.4 in.3 in.3 m.3 in.3 in.4 in.6 9-5000 14.3 345.00 345.0 345.0 5.55 2.0 155.13 21.34 25.85 5.33 27.95 8.05 0.09 736.41 1.14 1.00 1.08 0.73 1.00 25001 0.00 345.00 345.0 345.0 5.55 2.0 155.13 21.34 25.85 5.33 27.95 8.05 0.09 736.41 1.14 1 00 1.0 0.73 1.00 Deflection Load Combinations-Framing 1\0. Origin Factor DefH Defy Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <�') 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt(Id=1.2 Description Ratio Deflection(in.) Member Joint Load Case Load Case Description Sfax.Horizontal Deflection (L/694 1 -0.497 25001 1 4 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737- design revised for endpost moved to and D test 03 Version: 2018.2b Butler Manufacturing, a division ofBlueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM �`�. �� �- Page: 8 of 18 Welded Girt(Id=1,3) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Fla Fy I Web Fy Splice Codes Shape No. (in. (in.) (in.) in.) in. (ft) ) (ksi) (ksi) Jt.l JL2 25000 6.00 0.5000 0.1345 12.00 I^_.00 16.33 411.7 55.00 55.00 SS SS 3P 25001 6.1 0.5000 0.1345 12.00 12.00 16.33 412.2 55.00 55.00 SS SS 3P Total Frame Weight=823.9 (p) (Includes all plates) Spandrel Beam Connection Design(ASD) Connection Plate Bolt Group Edge Weld Beam Cope Mem. Jt. T e Thick. Height Length Fv Diam. Sec/Jt. Bolts Rows Gage Pitch 'a' Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 1,3 I ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 (2(-01250 FO h.91 .41 1.50 1.3 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 Q(-0.1250 FO 1 1.38 Required Strength Available Strength Ratio Min.Thickness Mem. Jt. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 1,3 1 1 0.00 -3.33 0.00 3.33 0.0 1.03 0.27 0.31 0.13 0.47 OK->ColumnWebRu tune 0.0411 0.0884 1 3 2 1 0.00 -3.33 0.00 3.33 0.0 1.03 0.27 0.31 0.13 0.47 OK->ColumnWebRu tune 0.0411 0.0884 Boundare Condition Summary Member X-Loc Y-Loc Supp.X Su o.Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad_) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 32/9/0 0/0/0 No Yes No 0/0/0 0/0/0 0,0000 Frame Design Member Summary-Controllin Load Case and Maximum Combined Stresses perMember(Locations are from Joint I) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial I Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mex Mey + Shear No. ft in. Flexure k k in-k in-k k k in-k in-1, Flexure 25000 16.38 12.0 1 0. -327.3 0. 17.6 324.6 298.6 1.01 25000 0.0 12.0 1 -3.3 19.0 0.18 25001 0.0 12.0 1 0. -327.3 0. 17.6 324.6 298.6 1.01 25001 16.38 12.0 1 331 19.0 1 0.18 Parameters Used for Axial and Design Mem. Loc. I Lx Ly/Lt Lb Ag Afn Lxx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 16.3 393.00 393.0 393.0 7.481 3.00 213.421 18.001 35.57 6.00 38.57 9.05 0.51 59520 1.14 1.00 1.081 1.00 1.0 25001 0.00 393.00 393. 393.0 7.481 3.0 ?13.421 18.001 35.57 6.00 38.57 9.05 0.51 59520 1.1 1.00 1.081 1.0 1.0 Deflection Load Combinations-Framim, No. Origin Factor De DefV Application Description 1 System 1.000 90 90 .42 Wl> WI> 2 System 1.000 90 90 .42<W2 W2 3 System 1.000 90 90 .5 E> ;E> 4 Svstem 1.000 90 90 .5<E E Controlling Frame Deflection Ratios for Cross Section:Welded Girt(Idml 3 Description Ratio Deflection(in.) Member Joint Load Case Load Case Description 4\4ax.Horizontal Deflection (L./646) -0.608 25001 1 4 <E •Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frarne basis and do not include resistance fi'om systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737-design revised for endpost moved to grid D test 03 Version:20182b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manulncturin9 17-017737-01 Revised calculation Rev03 Time:11:41 AM Page: 9 of 18 Welded Girt(Id=1,4) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) ) (ksi) (ksi) Jt.l Jt,2 25000 6.00 0.5000 0.1345 12.00 12.00 16.33 412.2 55.00 55.00 SS SS 3P 25001 6.00 0.5000 0.1345 1100 12.00 11.46 291.6 55.00 55.00 SS SS 3P Total Frame Weight=703.8 (p) (Includes all plates) S andrel Beam Connection D (ASM Connection Plate Bolt Group Ede Weld Beam Cope Mem. A. T e Thick. Heiaht Length I FV Diam. Spec/ft. Bolts Rows Gage Pitch 'a' Size Side C Depth Id No. in. in. in. I ksi in. n r in. in. in. in. in. in. 1.4 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 3.91 1.38 1.4 2 ST 0.375 7A0 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FI 4.25 0.50 Required Strength Available Strength Ratio Min.Thickness Mem. Jt. Load Axial Shear Beam Pr I Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 1.4 1 1 0.00 -333 0.00 3.33 0.0 1.03 0.27 0.31 0.13 0.47 OK->ColumnWebRll tune 0.0411 0.0884 1.4 2 1 0.00 -333 0.00 3.33 0.0 1.03 0.27 0.31 0.12 0.38 OK>Cli LocalBuckline 0.0411 0.1875 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment I Displacement Vin.) Displacement Win.) Displacement ZZ(rad_) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 32/9/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controlling Load Case and i•'Iaximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength I Available Streuath Strength Ratios Axial Axial Shear I Mom-x Mom-y Axial Shear Mom-x Mow-y Axial Mem. Loc. I Depth + Shear Pr Vr Mrx IvIry Pe VC Mcx May + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 16.38 12.00 1 0.0 327.3 0.0 17.6 324.6 298.6 1.01 25000 0.00 12.0 1 -3.3 19.0 0.18 25001 0.00 12.0 1 0. -327.3 0.0 17.6 324.6 298.6 1.01 25001 16.38 12.001 1 33 19.01 1 0.18 Parameters Used for Axial and Flexural Desi u Mem. Loa Lx Ly/Lt Lb Ag Afn Lex I}ry Sx Sy Zx Zy J Cw Cb Rpg Rpe Qs Qa No. ft in. in. in. in.2 in.) in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 1638 393.00 393.0 393.0 7.48 3.00 213.42 18.00 35.57 6.0 38.57 9.05 0.51 595 1.1 1.00 1.0 1.00 1.00 25001 0.00 393.00 393.0 393.0 7.48 3.00 213.42 18.00 35.57 6.0 38.57 9.05 0.51 595 1.14 1.00 1.0 1.00 1.00 Deflection Load Combinations-Feamin No. Origin Factor I DefH DefV Application Description 1 System 1.000 90 90 142 Wl> W1> 2 System 1.000 90 90 ).42<W2 "W2 System 1.000 90 90 ).5 E> E> 4 Svstem 1.000 90 90 ).5<E <E Controllinn Frame Deflection Ratios for Cross Section:Welded Girt Id=1.4 Description Ratio Deflection(in.) I Member I Joint Load Case I Load Case Description Horizontal Deflection (L/646) -0.6081 25001 1 1 4 1 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737- design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 3/22/2019 BUTLER Boma,Man.I.Cl. g 17-017737-01 Revised calculation Rev03 Time:11:41 AM Page: 10 of 18 Framing-Summary Report Loads and Codes-Shape:Unit 1-Building Cit}%,: Arlington County: Snohomish State: Washington Country: united States Building Code:Washington State Building Code 2015 Structural: 1 OAISC-ASD Rainfall L 0.10 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD fe:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering+Second.Dead Load:Varies Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):3.50 psf-USR Al'ind Load Snow Load Seismic Load Wind Speed:Vult:110.00(Vasd:85.211)mph Ground Snow Load:pg:17.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The`Envelope Procedure'is Used Flat Roof Snow:pf:11.90 psf Mapped MCE Acceleration:Ss: 107.30%g Wind Exposure:C-Kz:0.994 Design Snow(Sloped):ps:11.90 psf Mapped MCE Acceleration:S 1:41.80%g Parts Wind Exposure Factor:0.994 Rain Surcharge:0.00 Site Class:Stiff soil(D) - Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie:1.000 Topographic Factor:Kzt 1.0000 Exposure Factor:2 Partially Exposed-Cc:1.00 Design Acceleration Parameter:Sds:0.7660 Snow Importance:Is:1.000 Design Acceleration Parameter:Shc:0.4409 NOT Windbome Debris Region Thermal Factor:Heated-Ct: 1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/4/6 °io Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:12/8/3 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.17 psf Fundamental Period Height Used:31/8./8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.4447 R-Factor:3.50 Overstrenath Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x VV Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.2672 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:02357 x W Deflection Conditions Frames are vertically suppotting:Metal Roof Purlins and Panels Frames are laterally,upporting:Precast Concrete Wall Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels File: 17-017737-design revised for endpost moved to Qrid D test 03 Version: 20182b Butler Manufacturing, a division of B1ueScope Buildings North Alnerica, Inc. Date: 3/22/2019 SUTLER Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM Page: 11 of 18 Wall:4,Frame at:301/0/0 Frame Cross Section:2.1 4 65'-7 7 J16' 75 12 m m mm CO m m LL LL LL LL LL m f� p� (�! m LL V 0 tt lL LL m !m1 12 47 GFB GFB ® GFB ._ GFB I Y 14 IL �X M EI _o� dL Dimension Ke., 1 8 1/2" 7 4'-0" 3 3'-8 1/2" 4 1'-1" 5 3'-3" 6 2 Ca,3'-1 13/16" 7 2 cr 2'-9 5116" 8 35'-9 5/8"Ridge Ht. Frame Clearances Horiz.Clearance behveen members 1(CX025)and 13(CX026):120'-10 13116" Horiz.Clearance bemeen members l(CX025)and 14(CX026):120'-11" Horiz.Clearance between members 2(CX025)and 13(CX026): 120'-10 11116" Horiz.Clearance bewmen members 2(CX025)and 14(CX026):120'-10 13/16" Vert.Clearance at member 2(CX025):26'-8 15/16" Vert.Clearance at member 13(CX026):26-8 15/16" Vert Clearance at member 15(EPX006):32'-5 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737- design revised for endpost moved to grid D test 03 Version: 20182b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time: 11:41 AM Page: 12 of 18 Frame Location Desi n Parameters: Location Avo.Bay S ace Description Angle Groun Trib.Override Design Status 301/0/0 13/6/0 Endwall Frame(a)REW 90.0000 1 26/0/0 Stress Check Dcsie Load Combinations-Framine No. I Origin Factor Application Description 1 Svstem 1.000 1.0 D+1.0 CG+1.01.> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L +CG+<L 3 Svstem L000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D-CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 S>+1.0 SD D+CG+S>+SD 8 System 1.000 1.0 D+1.0 CG+1.0<S+1.0 SD D+CG+<S+SD 9 Svstem 1.000 1.0 D+1.0 CG+1.0 US1* +CG+US1* 10 System 1.000 1.0 D+1.0 CG+1.0*US 1 +CG+*US 1 11 System 1.000 1.0D+1.0CG+0.6W1> ID+CG+WI> 12 Svstem 1.000 1.0D+1.0CG+0.6<W1 b+CG+<Wl 13 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 14 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 15 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 16 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 17 Svstem 1.000 0.6 MW ABW-Wall:1 18 System 1.000 0.6 NOV MW-Wall:2 19 System 1.000 0.6 MW MW-Wall:3 20 Svstem 1.000 0.6 MW MW-Wall:4 21 System 1.000 0.6 D+0.6 CU+0.6 W 1> D-CU+W 1> 22 Svstem 1.000 0.6D+0.6CU+0.6<W1 D+CU+<Wl 23 System 1.000 0.6 D+0.6 CU-0.6 W2> D+CU 1 W2> 24 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU " <W2 25 Svstem 1.000 0.6 D+0.6 CU+0.6 WPL D+CU-WPL 26 System 1.000 0.6 D+0.6 CU+0.6 WPR D-CU+WPR 27 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D-CG+L+Wl> 28 Svstem 1.000 1.0D+1.0CG+0.75L+0.45<Wl D+CG+L+<Wl 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D-' CG+L+W2> 30 System 1.000 1.0D+1.0CG+0.75L+0.45<W2 D+CG+L+<W2 31 Svstem 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 32 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 33 Svstem 1.000 1.0 D+1.0 CG+0.75 S+0.45 W1> D+CG+S+Wl> 34 System 1.000 1.0D+1.0CG+0.75S+0.45<W1 D+CG+S+<Wl 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D-CG+S+W2> 36 Svstem 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 37 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D-CG+S+WPL 38 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 39 Svstem 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+F>+EG+ 40 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 41 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 42 System 1.000 0.6 D+0.6 CU+0.91<E-0.7 EG- D+CU+<E+EG- 43 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 44 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 45 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D ' CU+F>+EG- 46 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU-<E+EG- 47 OMF Connection L000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 48 ONE Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG- D+CG+<E+EG+ 49 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 50 OMF Connection 1 1.000 jO.6 D+0.6 CU+2.45<E+0.7 EG- D+CU-<E+EG- Frame Member Sizes Meru. I Flg Width Flg Thk Web Thk Depthl Deptlr2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) O (ksi) (ksi) Jt.l 7t? 1 8.00 0.3750 0.2500 12.00 53.00 20.00 954 55.00 55.00 BP SS 3P 2 8.00 0.3750 0 2500 52.00 52.00 11.04 791.6 55.00 55.00 SS KN 3P 3 6.00 0.5000 0.2500 52.00 52.00 14.90 749.5 55.00 55.00 KN SS 3P 4 6.00 0.5000 0.2500 52.00 42.00 9.71 607 3 55.00 55.00 SS SP 3P File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 3/22/2019 sc�resR Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM Page: 13 of 18 5 6.00 0.3125 0.1875 42.00 42.00 20.28 823,4 55.00 55,00 SP SS 3P 6 6.00 0,2500 0.1875 42.00 24.00 10.00 326.7 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 24.00 31.38 10.00 314.0 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 31.38 24.00 10.00 314.0 55.00 55.00 SS SP 3P 9 6.00 0.2500 0.1875 24.00 42.00 10.00 326.7 55.00 55.00 SP SS 3P 10 6.00 0.3125 0.1875 42.00 42.00 20.00 812.2 55.00 55.00 SS SP 3P 11 6.00 0.5000 0.2500 42.00 52.00 10.00 624.4 55.00 55.00 SP SS 3P 12 6.00 0.5000 0.2500 52.00 52.00 14.90 748.6 55.00 55.00 SS KN 3P 13 8.00 0.3750 0.2500 52.00 52.00 11.04 791.5 55.00 55.00 Ss KNI 3P 14 8.00 0.3750 0.2500 12.00 52.00 20.00 954.4 55.00 55.00 BP SS 3P 15 9.00 0.5000 0.1875 13.00 13.00 32.47 1275.0 55.00 55.00 BP CP 3P 16 8.00 0.3750 0.1875 13.00 13.00 34.01 850.0 55.00 55.00 BP SS 3P 17 1 8.00 1 03750 1 0.1875 1 13.00 1 13.00 1 33.76 842.9 55.00 55.00 BP SS 3P Total Frame Weight=12105.5 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes 16 No Yes 17 No Yes Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su .Y Moment Displacement X(in.) Displacement Y(in.) Disulacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 16 369/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 36/9/0 34/0/1 Yes No No 0/0/0 0/0/0 0,0000 17 98/3/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 98/3/0 1 33/9/1 1 Yes I No I No 0/0/0 0/0/0 0.0000 Values shown are resisting forces ofthe foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Gnfactored Load T-.Tie at Frame Cross Section:2.1 Tvpe Exterior Column Interior Column Interior Column Interior Column Exterior Column X-Loc 0/0/0 36/9/0 65/6/0 98/3/0 131/0/0 Gridl-Grid2 2.1-B 2.1-2 2-C 2-C.2 2.1-D Base Plate W x L(in.) 9X13 9X14 10X14 9X14 9X13 Base Plate Thickness(in.) 0.375 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-0.750 4-0.750 4-1.000 Column Base Elev. 100'-0" 1001-01, 100'-01, 100'-0" 100'-01, Load Type Dese. Hx Vy Hx Hz Vy Hx HZ Vy Hx Hz Vy Hx Vy D Fnn 1.50 5.51 - 0.98 6.92 0.97 -1.50 5.57 CG Frm 1.11 3.27 4.62 - -1.11 3.27 L> Frm 4.06 11.29 - 18.29 -4.06 11.29 <L Frm 4.06 11.29 - - - - 18.29 - 4.06 11.29 ASL^ Frm 2.03 0.44 - - 9.15 -2.02 10.85 AASL Frm 2.04 10.85 - - 9.14 -2.04 0.44 SMS> Frm 8.47 23.52 - - - - 38.11 -8.47 23.52 <SMS Frm 8.47 23.52 - 38.11 -8.47 23.52 S> Fmi 4.03 11.20 - - 18.14 -4.03 11.20 SD Frm - - - <S Frm 4.03 11.20 - - 18.14 -4.03 11.20 USl* Frm 3.02 3.57 - 17.35 - -3.02 12.16 *US 1 Frm 3.04 12.17 - - 17.33 -3.04 3.58 W1> Frm -12.25 -22.94 13.10 - - 12.23 27.90 13.01 -1.74 -12.47 <WI Frm 1.74 -12.48 -11.79 - - -11.01 -27.90 -11.71 12.25 -22.94 W2> Frm -12.12 -13.46 - -14,77 - -1.87 -2.99 <W2 Fnn 1.87 -2.99 - -14.76 - - 12.12 -13.46 WPL Frm -1.38 -15.17 - -26.18 - - - 0.48 -21.97 WPR Frm -0.50 -21.97 - - -26.17 - - 1.39 -15.18 MR7 Fnn - - - MW Frm 4.20 2.26 -1.07 - - 9.44 -1.19 MVAT Frm - - - - MW Fnn -9?0 -1.10 - -1.05 - - -3.99 2.15 CU Frm - - L Fnn 4.06 11.29 - 18.29 - - 4.06 11.29 S Frm 4.03 11.20 - 18.14 - - -4.03 11.20 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Ma-fa41Ur1-9 17-017737-01 Revised calculation Rev03 Time:11:41 AM _ _. Page: 14 of 18 F> Frm -13.66 -3 28 - 9.26 8.67 -0.10 923 -13.01 3.38 EG= Frm 0.47 1.34 - - 2.07 -0.47 1.35 <E Frm 13.66 3.28 -9.26 - -8.67 0.10 -9 23 13.01 -3.38 EG- Frm -0.47 -1.34 - -2.07 - 0.47 -1.35 SMS Frm S.47 23.52 38-11 -8.47 23.52 Sum of Forces ssith Reactions Check-FraminL Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 20.1 18.0 CG 0.0 0.0 11.2 11.2 L> 0.0 0.0 40.9 40.9 <L 0.0 0.0 40.9 40.9 ASLA 0.0 0.0 20.4 20A AASL 0.0 0.0 20.4 20.4 SMS> 0.0 0.0 85.1 85.2 <SMS 0.0 0.0 85.1 85.2 S> 0.0 0.0 40.5 40.5 SD 0.0 0.0 0.0 0.0 <S 0.0 0.0 40.5 40.5 US1* 0.0 0.0 33.1 33.1 *us1 0.0 0.0 33.1 33.1 W 1> 14.0 14.0 63.3 63.3 <WI 14.0 14.0 63.3 63.3 W2> 14.0 14.0 31.2 31.2 <W2 14.0 14.0 31.2 31.2 WPL 0.9 0.9 63.3 63.3 WPR 0.9 0.9 63.3 63.3 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 NEW 13.2 13: 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 40.9 40.9 S 0.0 0.0 40.5 40.5 E> 26.7 26.7 0.0 0.0 EG- 0.0 0.0 4.8 4.8 <E 26.7 26.7 0.0 0.0 EG- 0.0 0.0 4.8 4.8 SMS 0.0 0.0 85.1 85.2 Xlwsimum Combined Reactions Summary ssith Factored Loads-Framing Note:All reactions are based on 1 st order structural analvsk, X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccsv Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Ma) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k-) 0/0/0 2.1-B 23.34 45 26.85 44 - - 10.46 21 32.31 5 - 36/9/0 2.1-2 - - - - 16.21 44 16.21 43 - - 0.98 1 36/9/0 2.1-2 - 6.90 44 7.58 11 0.98 1 - - 65/6/0 2-C 15.18 44 15.18 43 12.59 21 49.65 5 98/3/0 2-C.2 - 16.16 44 16.16 43 - - 0.97 1 98/3/0 33/9/1 - - 6.95 44 7.58 11 0.97 1 - - 131/0/0 2.1-D 25.70 1 43 22.19 1 46 10.42 1 22 1 32.36 5 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A3 6 Anchor Rods used to determine quantity and diameter Gasc&pitch standards are based on ACI-318 Appendix D criteria for"cast-in- lace'anchor rods(Min space=4$drod) X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. (in.) (in.) (in.) Rods (in.) (in.) (in.) Type Flange Web 0/0/0 2.1-13 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 36/9/0 2.1-2 16 0.375 9 14 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 2-C 15 0.375 10 14 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 98/3/0 2-C.2 17 0.375 9 14 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22''2019 BUTLER Butler Manufacturing 1 7-01 7 73 7-01 Revised calculation Rev03 Time:11:41 AM Page: 15 of 18 131/0/0 1 1 D 1 14 1 0.375 9 14 No 4 1.000 5.0 1 5.0 1 Std I OS-0.1875 I OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maxii in Cow Case Maximum Bracina'WA Case X-Loc Shear Axial I Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k) Case ) (k) Case (k) (k) Case W (k) (k) Case 0/0/0 26.61 15.47 44 6.45 -10.45 21 11.18 32.33 6 - - 0 36/9/0 8.43 0.59 42 - - 0 0.98 1 - 0.59 8.43 42 65/6/0 8.04 13.22 40 7.32 -12.57 21 0.01 49.71 6 - 0 98/3/0 8.40 0.58 42 - - 0 - 0.97 1 - 058 8.40 42 131/0/0 1 2544 15.70 43 6.45 -10.42 1 22 11.18 32.38 5 - - 0 Base Plate Connection S renpth Ratios X-Loc I Rod Load Rod Load Rod Load Rod Load Cone. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case I Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.649 44 0.153 21 - 0 - 0 0.250 6 0.312 21 0.195 6 0.320 6 0.807 44 36/9/0 0.366 42 - 0 - 0 - 0 0.007 1 - 0 0.005 1 0.010 1 0.240 42 65/6/0 0.349 40 0.327 21 0.333 21 0 0.321 6 0.337 21 0.403 6 0.514 6 0.226 40 98/3/0 0.364 42 0 - 0 - 0 0.007 1 - 0 0.005 1 0.010 1 0.239 42 1311010 0,620 43 1 0.152 1 22 - 0 0 1 0.250 1 5 1 0.311 22 0.196 S 0.320 5 0.771 43 Web Stiffener Summarr Mem. Stitt. Dese. Loc. I Web Depth h/t a/h a Thick. Width Side Welding No. No. (fr) (in.) (in.) (in.) (in.) Description 2 1 S9 6.70 51.421 205.68 N/A N/A 0.3125 3,000 Both SP-BS-0.2500.W-BS-0.1250,F-OS-0.1875 3 1 S1 6.35 51.000 204.00 1.50 76.50 0.1875 2,000 OppositeFillet F-OS-0.I875,W-OS-0.1875 7 1 S1 6.26 27.943 149.03 2.75 76.74 0.1875 2.000 Opposite Fillet F-OS-0.1875,1A7-OS-0.1875 7 1 S2 10.00 30.747 163.99 N/A N/A 0.2500 2.500 Both F-BS-0.1875,W-OS-0.1250,F-OS-0.1250 8 1 Si 3.86 27.853 148.55 1.50 41.72 0.1875 2.000 ppositeFillet F-OS-0.I875,W-OS-0.1875 12 1 S1 8.59 51.000 204.00 1.50 76.50 0.1875 2.000 ppositeFillet F-OS-0.I875,W-OS-0.1875 13 1 S9 6.70 51.421 205.68 1 N/A N/A 0.3125 1 3.000 Both SP-BS-0.2500.W-BS-0.1250,F-OS-0.1875 Bolted End-Plate Connections(Plate Fr=55.00 End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd C ion Pitches lst/2nd Ato. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Dese. (in.) 2 2 KN(Face) 0.625 8.00 57.50 0.750 A325N/PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50/2.00 3 1 KN(Face) 0.625 6.00 57.50 0.750 A325N/PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50/2.00 4 2 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 5 1 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 6 2 SP 0.375 6.00 27.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 27.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 27.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 27.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 57.50 0.750 A325N/PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50/2.00 13 2 KN(Face) 0.625 8.00 57.50 0.750 A325N/PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50/2.00 15 2 CP 1 0.500 10.00 1 14.00 1 0.500 1 A325/- 3.00 11 Flush 3.00 11 1 Flush 3.00 Moment Connections: Outside Flange Required Strength Strength Ratios z Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear Bendin Yieldina Ru ture Tearing Weld Weld 2 2 48 -7.5 14.5 6134.4 AISCDG-16/Thin plate 0.916 0.118 0.935 0.647 0.957 0.057 0.959 0.959 3 1 48 -7.5 14.5 6134.4 RISC DG-16/Thin plate 0.916 0,118 0.935 0.647 0.957 0.057 0.913 0.959 4 2 42 -2.1 3.0 1281.3 AISC DG-16/Thin plate 0.499 0.041 0.851 0.647 0.957 0.040 0.959 0.959 5 1 42 -2.1 3.0 1281.3 AISC DG-16/Thin plate 0.499 0.041 0.851 0.647 0.957 0.040 0.799 0.959 6 2 9 -5.0 5.7 662.8 AISC DG-16/Thin plate 0.392 0.077 0.819 0.405 0.598 0.073 0.959 0.71 7 1 9 -5.0 5.7 662.8 AISCDG-16/Thin plate 0.392 0.077 0.819 0.405 0.598 0.073 0.959 0.71 8 2 10 -5.6 5.1 658.0 AISC DG-16/Thin plate 0.385 0,069 0.799 0.405 0.598 0.066 0.959 0.719 9 1 10 -5.6 5.1 658.0 AISCDG-16/Thin plate 0,385 0.069 0.799 0.405 0.598 0.066 0.959 0.719 10 2 41 -2.4 3.2 1283.8 AISCDG-16/Thin plate 0.497 0.043 0.861 0.647 0,957 0.042 0.799 0.959 11 1 41 2.4 3.2 1283.8 AISCDG-16.%Thin plate 0.497 0.043 0.861 0.647 0.957 0.042 0.959 0.959 12 2 47 -8.8 14.7 6216.2 AISC DG-16/Thin plate 0.924 0.12 0.935 0.64 0.957 0.058 0.913 0.959 132 1 47 -8.8 14.7 6216.2 AISC DG-16/Thin plate 0.924 0.12 0.935 0.64 0.957 0.058 0.959 0.959 File: 17-017737- design revised for endpost moved to grid D test 03 Version:20182b Butler Manufacturing,a division of B1ueScope Buildings North America, Inc. i . . . Date: 3/22/2019 BUTLER Butler ManuFacturing 17-017737--01 Revised calculation Rev03 Time:11:41 AM Page: 16 of 18 Inside Flange Required Strength Strength Ratios Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange I Web No. No. Cs (k) (k) (in-k-) Proc. Tension Shear Bending Yielding Ru ture Tearing Weld I Weld 2 2 49 3.5 6.3 5352.3 AISCDG-16/Thinplate 0.839 0.051 0.857 0.622 0.920 0.025 0.919 0.959 3 1 49 3.5 6.3 5352.3 AISCDG-16/Thin plate 0,839 0.051 0.857 0.622 0.920 0.025 0.877 0.959 4 2 39 -1.4 Li 1805.4 AISCDG-16/Thin plate 0.383 0.009 0.966 0.647 0.957 0.007 0,959 0.959 5 1 39 -1.4 1.1 1805.4 AISC DG-16/Thin plate 0.383 0.009 0.966 0.647 0.957 0,007 0.826 0.959 6 2 10 -3.6 13.5 561.5 AISCDG-16/Thin plate 0,383 0.183 0.977 0.000 0.000 0.175 0.959 0.719 7 1 10 -3.6 13.5 561.5 AISCDG-16/Thin plate 0.383 0.183 0.977 0.000 0.000 0.175 0.959 0.719 8 ? 9 -4.9 13.1 567.3 AISC DG-16/Thin plate 0.377 0.177 0.954 0.000 0.000 0.170 0.959 0.719 9 1 9 -4.9 13.1 567.3 AISCDG-16/Thin plate 0.377 0.177 0.954 0.000 0.000 0.170 0.959 0.719 10 2 40 -0.9 1.2 1831.8 AISCDG-16/Thinplate 0390 0.009 0.997 0.647 0.957 0.008 0.842 0.959 11 1 40 -0.9 1.2 1831.8 AISCDG-16/Thin plate 0390 0.009, 0,997 0,647 0,951 0,008 0,959 0,959 12 2 50 4. 6.5 5437.7 AISCDG-16/Thin plate 0.857 0.053 0.868 0.635 0.940 0.025 0.89E 0.959 13 2 50 4.8 6.5 5437.7 AISC DG-16/Thin late 0.857 0.053 0.868 0.635 0.940 0.025 0.939 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Linut=1.03) Pinned Connections: Maximum Shear Case Maxinntm Tension Case Ratios Mem. R. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No No. Cs (k) (l) Cs (k) (k) Tension Shear V,T Bending Yielding Bearine Weld I Weld 15 2 47 1 -12.7 9.1 21 l).61 6.8 0.39E 0.4301 0.403 0.139 0.042 0.0871 0.5661 0.273 Flan a Brace Suniniary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 19/0/0 19/0/0 GFB4033 0.915 6 2 3i010 23/0/0 GFB5067 0.984 6 3 1/6/8 59/4/0 GFB5067 0.956 0 4 5/8./9 44/4/0 GFB5026 0.588 42 5 11/0/0 29/4/0 GFB4053 0.460 26 5 16/0/0 24/4/0 GFB4053 0.000 1 6 3/11/10 16/l/0 GFB3096 0.303 26 7 3/11/10 6/l/0 GFB2087 1.010 9 7 8/11/10 1/1/0 GFB3087 1.525 6 8 1/0/7 1/1/0 GFB3087 1,524 5 9 1/0/7 11/l/0 GFB2066 0.549 4 10 6/0/7 26/l/O GF134041 0.445 6 10 11/0/7 31/l/O GFB4053 0,478 6 10 16/0/7 36/1/0 GFB4053 0.564 41 11 9/6/7 49/7/0 GFB5067 0.620 41 12 10/0/7 60/l/O GFB5067 0,999 39 13 3/0/0 23/0/0 GFB5067 0983 - 14 19/0/0 19/0/0 GFB4033 0.906 5 Top OF Post Summary X-Loc Grid Top Conn. Condition Fie Mn Rb Allow Comp FB Force FB Angle Min FB Typ Purlin Bolt Shear FB/WSF Reaction Force I Moment Shear Rl R2 Purlin Bearing Bearing 36/9/0 1 2.1-2 7.58 6.74 Stub-2 1 293.54 9.17 - 15.91 9.17 - - - - 98/3/0 2-C.2 7.58 6.73 Stub-2 293.45 9.17 15.90 9.17 - Frnme Design Member Summary-ControUlal Load Case and Alaximum Combined Stresses per Alember(Locations are from Joint 1 Controlling Cases Required Strength I Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mont-y Axial Mem. Loc. Depth T Shear Pr Vr Mrx Mry Pc VC Mcx Mey + Shear No. ft in. Flexure k k in-k- in-k'- k k in-k- in-k Flexure 1 19.07 50.00 6 -33.1 -1946.5 0.0 923 4194.1 353.0 0.77 1 20.07 52.00 6 -8.5 24.4 0.35 2 6.97 52.00 6 -32.4 -2974.1 0.0 250.8 6960.1 353.7 0.49 2 5.50 52.00 -11.1 24A 0.45 3 3.60 52.00 40 4.9 -2566.3 0.0 83.9 3193.3 318.0 0.83 3 3.60 52.00 24.7 24.6 1.00 4 0.00 52.00 42 -2.1 -1659.4 0.0 83.9 28203 318. 0.60 4 0.00 52.00 6 15.9 24, 0.65 5 0.00 42.00 42 -1.9 -1281 2 0.0 52.4 14683 183.2 0.89 5 2018 42.00 5 -8.7 12.7 0.G8 6 0.00 42.00 10 47 1745.E 0j 53.7 1 2763.4 11G,0 0.68 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. BUTLER Date: 3i22/2019 Butler Manufacturing 1 7-01 7 73 7-01 Revised calculation Rev03 Time:11:41 AM Pa(ye: 17 of 18 6 6.48 30.36 5 -14.7 17.7 0.83 7 9.93 31.38 6 -10.2 -2587.0 0.0 1513 2706.5 163.6 0.99 7 6.47 28.81 5 -21.8 21.5 1.01 8 0.96 30.67 5 -10.2 -2310.3 0.0 81.8 2457.3 IVA 1.00 8 3.46 28.81 6 21.9 21.5 1.02 9 10.03 42.00 6 -9.7 1504-1 0.0 41.8 2763A 116.0 0.72 9 3.55 30.37 6 14.8 17.7 0.83 10 20.00 42.00 -2.4 -1253.8 0. 64.6 1713.0 153.2 0.77 10 0.00 42.00 6 8.7 12.7 0.68 11 9.54 51.54 2.6 -1659.2 0.0 103.5 3450.0 318.0 0.49 11 10.01 52.00 -15.9 24.6 0.65 12 10.04 52.00 -5.4 -2679 2 0.0 166.3 5528.8 318.0 0.50 12 8.29 52.00 5 -23.9 24.6 0.97 13 6.97 52.00 5 -32.4 2972.9 0.0 250.8 6960.1 353.7 0.49 13 5.50 52.00 11.1 24.4 0.45 14 19.07 50.00 5 -33.2 -1945.4 0.0 92.3 4193.9 353.0 0.77 14 20.07 52.00 5 8.5 24.4 0.35 15 16.24 13.00 40 13.2 653.5 0.0 60.3 870.7 661.6 0.89 15 0.00 13.00 41 -7.9 42.6 0.19 16 17.00 13.00 11 -1.0 -801.3 0. 91.9 809.2 356.2 1.00 16 0.00 13.0 42 8.4 41.7 0.20 17 16.88 13.0 11 -1.0 -789.9 0.0 91.9 809.2 356.2 0.98 17 0.00 13.0 4' SA 41.7 0.20 Parameters Used for Axial and Flexural Design Mem. Loc. Lx LylLt Lb Ag I Afn Ix), I I1ry Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.07 324.50 228.8 228.8 18.31 3.00 6182.76 32.06 247.31 8.02 300.47 12.77 05419740.61 1.66 097 1.0 0.9 0.48 2 6.97 324.50 47.7 47.7 18.81 3.00 6802.18 32.07 261.62 8.02 319.04 12.80 0.55 21365.59 1.08 0.88 1.0 0.9 0.4 3 3.60 729.69 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.16 1.30 1.00 1.00 1.0 0.68 4 0.00 729.69 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.7711979.16 1.15 1.00 1.00 1.000.6 5 0.00 729.69 180.0 180.0 11.51 1.88 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.57 1.18 1.00 1.00 0.96 0.6 6 0.00 729.69 159.1 60.0 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.07 0.85 1.00 0.84 0.61 7 9.93 729.69 22 22.9 9.49 1.88 1350.14 7.83 86.05 3.13 102.11 4.96 0.24 1881.43 1.03 0.95 1.00 1.00 0.5 8 0.96 729.68 120.1 120.1 9.36 1.88 1278.81 7.83 83.40 3.13 98.76 4.95 0.24 1796.13 1.80 0.97 1.00 1.00 0.70 9 10.03 729.68 180.3 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.39 0.85 1.00 0.84 0.65 10 20.00 729.68 162.1 162.1 11.51 1.88 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.57 1.15 0.97 1.00 0.96 0.62 11 9.54 729.68 162.1 162.1 18.63 3.00 6596.13 18.07 255.98 6.02 312.73 9.79 0.7711764.14 1.15 1.00 1.00 1.00 0.5 12 10.04 729.68 126.0 126.0 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.7711979.16 1.20 0.92 1.00 1.00 0.47 13 6.97 324.49 47.7 47.7 18.81 3.00 6802.18 32.07 261.62 8.02 319.04 12.80 0.55 21365.59 1.08 0.88 1.00 0.90 0.47 14 19.01 324.49 228.8 228.8 18.31 3.00 6181.68 32.06 247.28 8.02 300.44 12.77 0.54 19737.75 1.66 0.97 1.00 0.90 0.43 15 16.24 405.36 389.7 389.7 11.25 4.50 378.75 60.76 58.27 13.50 63.00 20.36 0.78 2373.30 1.18 1.00 1.08 1.00 1.0 16 17.00 408.06 229.0 229.0 8.30 3.00 267.88 32.01 41.21 8.00 44.91 12.11 0.31 1275.39 1.00 1.00 1.09 0.99 0.9 17 16.88 405.06 229.0 229.0 8.30 3.00 267.88 32.01 41.21 8.00 44.91 12.11 0.31 1275.39 1.00 1.00 1.09 0.99 0.98 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 20182b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 3/22/2019 BUTLER Butler Manu Facturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM Page: 18 of 18 User Defined Frame Point Loads for Cross Section:2.1 Side Units Type Description Magl Locl Offset H or V Supp. I Dir. Coef. Loc. 2 p CG 6"sprinkler->ResolvedFrom Plane -473.20 55/3/0 NA NA N DOWN, 1.000 OF 3 p CG 6"sprinkler->Resolved From Plane -473.20 55/3/0 NA N N DOWN 1.000 OF 2000 p D support 1.00 19/1/0 NA N Y RIGHT 1.000 WA 2001 D su rt 1.00 19/1/0 NA NA Y RIGHT 1.000 WA 2.1-2 C.2 Q Y X Deflection Load Combinations-Framing No. Origin Factor DefH DefV Application Desert lion 1 User 1.000 0 180 1.0 S+1.0 SD S-SD 2 Svstem 1.000 0 180 1.0 L 3 System 1.000 0 180 1.0 SMS SMS 4 System 1.000 100 180 DA2 Wl> W17:- 5 Svstem 1.000 100 180 0.42<Wl V1 1 6 System 1.000 100 180 D.42 W2> W2> 7 System 1.000 100 180 D.42<W2 <W2 8 System 1.000 100 180 0.42 WPL WPL 9 System 1.000 100 180 OA2 WPR NrPR 10 System L000 50 0 3.0 E>+3.0 EG- >-EG- II Svstem 1.000 50 0 '.0<E+3.0 EG- E—EG- Controlling Frame Deflection Ratios for Cross Section:2.1 Description Ratio Deflection(in.) Member Joint Load Case Load Case Description Max.Horizontal Deflection (H/49) 7.075 13 2 10 F>+EG- Max.Vertical Deflection for Span 1 (L/1074) -0.700 5 1 3 SMS Max.Vertical Deflection for Span 2 (L/1068) -0.703 11 1 3 SMS *Negative horizontal deflection is lefi *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endivall diaphragms or partial base fixity. Therefore,these deflections maybe considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K):0.214(k/in) Fundamental Period(calculated)(T):1.050(sec.) Design Story Drift:3.879(in.) Seismic Drift Ratio:0.559(OK) File: 17-017737- design revised for endpost moved to grid D test 03 Version:2018.2b Butler Manufacturing, a division ofBlueScope Buildings North America,Inc. Job No AISC 360-06 Page I-Section Member Calculation Date 03/21/19 SLUESCOPE lPrepared B BUILDINGS (builder) Reviewed B project Revision o es: chord beam at waI13 B72 check version 1.1Y1 Compression Flange Section 3-Plate SR Limit 1.03 9.0" x 0.375" Yield Strength F 55 ksi A, (in z) 8263 Tensile Strength F„ 65 ksi Unbrc'd L, 36.75 ft T in O O Axial Force P -2.0 k Unbrc'd L, 19.0 ft M r_ Moment M. 579 k-in Unbrc'd L= 19.0 ft r x „ u Moment M, (Section) 57 k-in Unbrc'd L b %19.0 ft ~ Shear V 5.3 k K,. / 1.0 Stiffeners Req'd? No K„ 1.0 x 0.375" Stiffener Distance a 0.0 in 1.0 Tension Flanae Tension Field Action? No r'b 1.0 Web to top flange weld (SAW): 1/8" Web to bot flange weld (SAW): 1/8". Weight: 28.1 Ibs/ft flange brace at centre EQ W-1 b: 0.008+0.587+0.143 =0.745 1.03, OK Section: Doubly h 11.25 in V,IV, 0.29 <_1,03, OK Symmetric h/r,,: 83.64 V„ 30.31 kips (G2-1) h o 11.625 in V, 18.15 kips Bending: Ag 8.263 inz P„ v 454.47 kips (D2-1) P: 8.726 )-bo, 6.0 in P„ „ 537.1 kips (D2-2) 17.243 1, 244.09 in' P,-,,,, 268.55 kips 17.243 4 45.565 in° KL/r 97.09 %P,,.: 86.339 S, 40.681 in FCl 43.47 ksi (E4-9) 1,!,,: 130.886 Sx, 40.681 Ina Fol 30.36 ksi (E4-10) Top Flange: Noncompact S,r„,;„) 10.126 in Fe_ 41.53 ksi (E4-11) Bottom Flange: Noncompact rY 5.435 in F, 30.36 (E3,E4) Web: Compact ry. 2.348 in F, 24.5 ksi (E3,E4,E7) Section: Noncompact h o 11.25 in P„ 202.45 ksi (E3-1) r, 2.552 in PC Co,,,P 121.23 kips Compression: J 0.3172 in M„, 1647.37 kip-in (F3) 9.719 C,,, 1539.3 ins M,,,, 665.78 kip-in (F6) 34.214 y 0 0.0 in Mom,. 986.45 kip-in Top Flange: Slender 7•0- 35.054 inz MC,. 398.67 kip-in Bottom Flange: Slender hp 11.25 in P,./PC 0.02 Web: Slender Z, 43.49 lin3 M,,/M, 0.59 Section: Slender Zy,F15.238 lin3 M1z,./Mc,, 0.14 (My on the whole section requires load applied thru the shear center,which is at 6.000"from the outer fiber of the bottom flange) Job No �/►' AISC Page I-Section Member Ca Calculation Date 03/21/19 BLUESCOPE Pre ared.B. BUILDINGS (builder) Reviewed B (project) lRevision o es: cord beam at wall B- .2 check Section 3-Plate Self Weight 28.118 plf Self Weight on Minor Axis Modulus of Elasticity 29000 ksi Major Axis(x) Minor Axis y) seismic load from Self weight 0.0 28.118 plf model Span (L) 36.75 36.75 ft Uniform load `t86.0 0.0 psf Uniform load trib width 1.0 0.0 ft Partial uniform load 0.0 0.0 psf Partial load length (a) 0.0 0.0 ft Partial uniform load trib width 0.0 0.0 ft Point load#1 0.0 0.0 kips P1 from left support 0.0 0.0 ft Point load#2 0.0 0.0 kips P2 from left support 0.0 0.0 ft Moment of Inertia 244.088 45.565 in^4 Left reaction 5.255 0.517 kips Right reaction 5.255 0.517 kips Moment at 1/4 L 434.543 42.721 k-in Moment at 1/2 L 579.391 56.962 k-in Moment at 3/4 L 434.543 42.721 k-in Maximum Moment 579.391 56.962 On Maximum Deflection 1.658 0.873 in Deflection ratio L/266 L/505 P1 � a P2 I � L -� r< Structural Design Associates 3006 Rucker Ave. Everett, WA 98201,-3774 Phone: (425) 339-0293 Fax: (425) 252-0916 STRUCTURAL CALCULATIONS FOUNDATION CALCULATIONS SDA Job # 8163 5 CO f Wq tiQ Shi �r r 1p a � yi DANTRAWL INC. 62XX 180th St. NE, ARLINGTON, WA April 17, 2018 Received MAY 0 2 2018 lj0 I14- ,r , • �+ • J� Omui vi uiN.. ..N..O.. m...... O7 O W) .. O R ...... NnN f Ed -II7 C] ul Cp LOCO ...... 2 7 C � LL LL LL z �y j //��� Nm OI mi vNO �� MAN Ni� ��N LL vj7O 7p NOp _ 2 Q 3 3 W W �� 8,. nYY7 .J\..OY K K V/ y Y 6 tO a Q N LL N7mN �Ym'] wWN m m O p O N 7 p Z N � � O = a _ F m v U O OLL NON LL❑ :2N G!01N LL m 7 0 7 0 N p Q yi Z Z LL H U U Z W W O �Y� G O IOi U LL �F]] . N—M LL Z7 a d 7G N70 Q O z z N L, m 41 S J= m N N _ n w O\N Z Z O p v Y M O F U OONfm B 0 ❑LL YO] mO10n LL QQ m N W IN�pp m0 Nup77O <Q m N =_ _= U O O n V. N Q Q J J IF mOI Y mn m ZF ZF p�W O Y Ixy ^ NQ N� C;pi _ J UR O6JJO Op N�7p SI-U S2 SS W W7C KWE a. Yyy yy ,jYY QQWW 3 w 3 cq �Np _O O m QoiN o 1ll .�J+.•.aIy II OB y Op m❑ N a 0LW Qm Q R m O S SOO ^ yy yy �YY O1A X coO]O O m \ LL OOiN ❑LL 7N OOiN In.7.s N p S S CJ U (J O C C ❑ 7Y pY �OO SJ S mn ZO Y fn p On-4 0 p Ld N (i mi W NNN maZZlU � J N Nm oun" Ne vvnm C�qO rt)Y : OIS a CO 000nLL rOUOO nx N�70 p0 C-i FJ,n(A pUU]7N _ W n N cq y p 7 O Q � n p Z Q I Y Q W n U \} Y LR (MJ LO OWLn N ® �YO] mNN LL ~ N i p < S S I_L Q la LL �Mh Ln �Om OC Y—d YC� 17 y y••.. Y O G N C IS N i p N=0 N O O In m fc m CM N N S 2 S = t n u] c n Q\) < Q Q m m m m U U p DANTRAWL 4/13/2018 SDA#8163 BUTLER H H U D DEPTH WIDTH LENGTH.VOL AREA VOL AREA REINFORCEMENT GRID TYPE L R I O REQ. REQ. CHECK CHECK CHECK TAG (SEEINERCALC LINE NIPS KIPS KIPS KIPS FT^3 FT^2 (Fr.) (Fr.) 1FT Z FT^3 FT^2 CALCS. B4 Fl 12.9 50 B5 Fl 12.9 50 CALC NOTES: B6 F1 12.9 50 1)VOL.REQ.SUBTRACTED BY 5.5"S.O.G.DL OVER 0.5*FT.AREA B7 Fl 12.9 50 2)VOL.REQ.SUB.BY 6"OF SOIL COVER DL OVER 0.5*FT.AREA B8 Fl 12.9 50 3)CONC.DENSITY=150pcf,SOIL DENSITY=110pcf B9 Fl 12.9 50 4)U=UPLIFT,D=VERTICAL LOAD,H(1/0)=IN&OUT HORZ.LOAD, B10 F1 12A 47.4 H(L/R)=LEFT&RIGHT HORZ.LOAD Bll Fl 13 50.4 Fl MAX: 0 0 13 58 63.74 28.98 fm -T 36 OKAY 7272 (8)#6 BARS E.W. A4 F2 25 46.1 56.7 67.8 C4 F2 24 50 61 72.5 AS F2 25 45 56 68.3 C5 F2 25 48 61 73.3 A8 F2 25 46.1 56.5 67 C8 F2 23.8 48 60.5 73 A9 F2 25 46 56.2 68 C9 F2 23.8 50 61.4 72.3 F2 MAX. 25 50 61A 84.3 298.97 42.148 3.50 9.250 9.250 299.469 85.5525 OKAY 111111 (11)#8 BARS E.W A2 F3 25.4 10.1 30.5 C2 F3 24.2 10.1 30.5 A3 F3 25 12.5 29.5 C3 F3 23.8 12.5 29.5 A6 F3 25 9.8 29.5 C6 F3 25 9.8 29.5 A7 F3 25 9.8 29.5 C7 F3 25 9.8 29.5 A10 F3 25.4 10.1 30.5 C10 F3 24.23 10.1 30.5 All F3 18.2 9.9 28.9 C11 F3 21.9 9.9 28.9 Al2 F3 5.03 8.9 25.7 C12 F3 24.5 9.9 26.1 A13 F3 5.03 11.2 25.8 C13 F3 25 12.6 26 F3 MAX. 25A 0 12.6 35.1 59.94 17.538 2.00 6.000 6.000 72.00 36.00 OKAY 7272 (8)#6 BARS E.W B2 F4 16.2 12.3 47.6 B3 F4 16 50 B12 F4 16.7 56.5 B13 F4 12.9 56.5 F4 MAX. 0 16.2 16.7 65 84.20 32.488 4. Q.500 6.500 84.SO 42.25 OKAY 7878 (8)#6 BARS E.W. B.514 F5 1.06 5 9.5 B.714 F5 1.06 5.13 10.1 C14 F5 9.2 5.7 8.24 F5 MAX. 9.2 1.06 5.7 11.6 7.92 5.819 2.00 3.50C 3.500 24.50 12.25 OKAY 4242 (5)#6 BARS E.W. A.52 F6 16.2 0 1.16 B.62 F6 16.2 0 1.16 NOT NEEDED F6 MAX. 0 16.2 0 1.33 -6.34 0.667 1.00 2.000 2.000 4 4 OKAY 2424 USE STRIP FOOTING! A14 F7 3.01 3.3 5.8 A.414 F7 5.7 5.8 12.4 A.714 F7 4.81 4.62 8.3 B14 F7 5.69 3.41 8.36 F7 MAX. 3.01 5.7 5.8 14.3 8.59 T13 2.00 3.500 3.500 24.5 12.25 OKAY 4242 (5)#6 BARS E.W. FOOTING CALL NOTES: 1)ALLOWED BEARING=2000 psf PER GROUP NORTHWEST,INC REPORT ISSUED SEPT.1,2017 2)CONCRETE DENSITY=150 PCF,F'c=3000psi 3)D=FACTORED VERTICAL LOAD+([(FACTORED VERTICAL LOAD)/2.OKCF]*2FT*0.15KCF) 4)AREA REQ.=D/2.0 KSF 5)VOL.REQ._(U-WEIGHT OF SLAB-WEIGHT OF SOIL-THICKENEND SLAB AT FOOTING-INFILL BETWEEN SLAB&FT'G)/CONC.DENSITY 6)VOL CHECK=DEPTH*WIDTH*LENGTH 7)AREA CHECK=WIDTH*LENGTH 04jjTkAi-)L- &-AI2> UPLSFT COjJTR. " r TiyV , N N oao N N 196 djLbdj Iweu NNN �o� — — — —i A bz ♦ Zmb } 2,,-L 16 of i b + (2pt) DANTRAWL 4/13/2018 SDA#8163 BUTLER H H FRICTION DELTA DETAL U D DEPTH WIDTH LENGTH GRID TYPE 1L1 I O KIPS KIPS (FT) (FT) (FT TAG PER Hr KIPS Hr R Hr I O LINE KIPS KIPS REPORT KIPS KIPS B4 Fl 12.9 50 B5 Fl 12.9 50 B6 Fl 12.9 50 B7 Fl 12.9 50 B8 F1 12.9 50 B9 Fl 12.9 50 B10 Fl 12.4 47.4 1311 Fl 13 50.4 F1 MAX: 0 0 13 58 2.00 6.000 6.000 7272 0.35 3.78 0 0 A4 F2 25 46.1 56.7 67.8 C4 F2 24 50 61 72.5 AS F2 25 45 56 68.3 C5 F2 25 48 61 73.3 A8 F2 25 46.1 56.5 67 C8 F2 23.8 48 60.5 73 A9 F2 25 46 56.2 68 C9 F2 23.8 50 61.4 72.3 F2 MAX. 25 50 61.4 84.3 3.50 9.250 9.250 111111 0.35 15.72 9.28 34.28 A2 F3 25.4 10.1 30.5 C2 F3 24.2 10.1 30.5 A3 F3 25 12.5 295 C3 F3 23.8 12 5 29.5 A6 F3 25 9.8 29.5 C6 F3 25 9.8 29.5 A7 F3 25 9.8 29.5 C7 F3 25 9.8 29.5 A10 F3 25.4 10.1 30.5 C10 F3 24.23 10.1 30.5 All F3 18.2 9.9 28.9 C11 F3 21.9 9.9 28.9 Al2 F3 5.03 8.9 25.7 C12 F3 24.5 9.9 26.1 A13 F3 5.03 11.2 25.8 C13 F3 25 12.6 26 F3 MAX. 25.4 0 12.6 35.1 2.00 6.000 6.000 7272 0.35 3.78 21.62 0 B2 F4 16.2 12.3 47.6 B3 F4 16 50 B12 F4 16.7 56.5 B13 F4 12.9 56.5 F4 MAX. 0 16.2 16.7 65 2.00 6.500 6.500 7878 0.35 4.44 0 11.76 B.514 F5 1.06 5 9.5 B.714 F5 1.06 5.13 10.1 C14 F5 9.2 5.7 9.24 F5 MAX. 9.2 1.06 5.7 11.6 2.00 3500 3.500 4242 0.35 1.29 7.91 0 A.52 F6 16.2 0 1.16 B.62 F6 16.2 0 1.16 NOT NEEDED F6 MAX. 0 16.2 0 1.33 L00 2.000 2.000 2424 0.35 USE STRIP FOOTING! A14 F7 3.01 3.3 5.8 A.414 F7 5.7 5.8 12.4 A.714 F7 4.81 4.62 8.3 B14 F7 5.69 3.41 8.36 F7 MAX. 3.01 5.7 5.8 14.3 2M 3.500 3,.500 4242 0.35 1.29 1.72 4.41 H04f2c:)PfAL c.L3AorAJt. (LAP,) OC347to ISLI SLAG A Fo o rrix- mac.ru o °N° LDS ?S PSF ww Cash� Z J SC.M ARC =(2sK SSA t (1z`/ZtBS� 1687 f CAst*2 SLABS S(-A6 Fi2sLrz-a-*'� s 0.3T A 843 68.75P4F = ZO,3K 5Telp Fob-fl c Z.Z K 2S,, Is-o -o.3S- S.2-7K T�TnL t 525 Zs,SK kgy- 6 _ 5� , tcJ r� (L f/Z) a 21-6 ZJC ZS S iC lol Ao, )4A.L9- Z3.4 C At - 23 o, 39 oA L r = .w/rr U S*.. * s- 6af, , of =D. 62.i Lf JOKAI 3o USE @- E.A. €x, -- —� Zo,3K SLlDZ. J&- Llf/ A 5LZVTA!(- MID FO R- T-�rXAJCS ( u GL2- 3 GL 14 �4k L- -L—Oy / I9/2 18 SOA 'A 8163 P cf xZ,cw�iTAL Lo",rAj& (r/o) www «a NOQ,��tcyv J,g� LnApC�t.IG I�r.Sozi/L� �y ���PZII MA 7W A!L ir 99 F2 N (L/off = 34 .3K (�EZF l.�l�ar F.�t.rcr.�uw A�rtEa.,oy m�. 64,14 SALT &-V- FF2 'A ?fix 2 0.35 ,, 13.1. K k34-3k- 13, l k = 2E, 2 K C-OrvsEptA F 3 F i (2 Frt s sL"q►er ewIL Ft Fri (6.H�sl.K A17TACtutr SLA$ (WM*r of TgrCt4XV .SLQ,g� 10, 36K,_ eon��s�o+f-+�. P�ss�� sarL Pl��sun� rR;fl�tvps (per F2 rcp&�, c V,3) 9Wkx�'tt: 3Y,3'��/6oKs� - o.s�z ► z = As USA. S t-APU A s c p, 62S'2-)ZTr- = o, 30 7;Rz STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted 16 APR 2016,3:02PM F espe File=1UdneAmrk$esMOJEC-1189004-118i630-1t18p413-Z18163R�t.EC6 Project Information ENERCAM INC.1983-2017,Build:10.17.12.10.Ver.10.17.1110 Covington Project Title :DANTRAWL Description I.D. SDA#8163 Address Project Leader Phone Fax eMail Project Notes STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: POted:16 APR 2018,3:02PM -- File=1UasperineM1vak bleslPROJECrt1@000.8-t18163-a-11t8pbt3-218163R-t.EC6— Project Information ENERCALC,INC.1983.2017,Build:10.17.1210,Vec10.17.1210 0.0 Covington Project Title :DANTRAWL Description I.D. :SDA#8163 Address Project Leader Phone Fax eMail Project Notes I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:16 APR 2018.3:02PM M =W.perV�e aak filmNP WEEC-11800p.8-1ti8163.0-11180413-218163R-1.EC6 Project Information ENERCALC,INC.11a2017.Build 10.17.12,10.Ver10.17.12.10 Covington Project Title : DANTRAWL Description I.D. : SDA#8163 Address Project Leader Phone Fax eMail Project Notes STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:16 APR 2010,3:02PM Project Information Flee=lQaspentenorxMes%PRO,EC-op -1%816 o-itaeal3-ZS1a-R-I.Ecs ENERCALC,INC.1983.2017.Budd70.17.12.10.Ver10.17.12.10 KW-06011 301 Licensee: Covington Project Title :DANTRAWL Description I.D. :SDA#8163 Address Project Leader Phone : Fax eMail Project Notes STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: PdnlBd:16 APR 2018,3:02PM Project Information File=Waspe"e",�`s�TRDJEC-1`B°°°�11ats3-a'la80413-Z$1s�-1.Ecs ENERCALC,INC_1983-2017,BwTd 10.17-1210,Vec10.17.12.10 I Project Title DANTRAWL Description I.D. SDA#8163 Address Project Leader Phone Fax eMail Project Notes l STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: _ Printed:16 APR 2018,3:02PM File-'iaspeemNm*files%PROJEC-118000.8-118163-0-11180413-218163R-1,EC6 Project Information ENERCALC.INC 1983-2017,Build:10.17.1210,Ver.1017.12.10 Covington Project Title :DANTRAWL Description I.D. :SDA#8163 Address Project Leader Phone Fax eMail Project Notes r STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:17 APR 2018,8:49AM General Footing F�=�W env *hles�aEC-t�e000s 1%163.o-nteoat3-2�ats3�-1 Ea 9 ENERCALG INC 1983-2017,9UFkft10.17.12.10,Ver10.1712.10 KW-06011301 Licensee:Covington Description: F1 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General•.Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing - 2.0 ksf fy;Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec;Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor - 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than - ft Use Pedestal wt for stability,mom&shear Yes Dimensions Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis - 6.0 ft Footing Thickness = 24.0 in I Pedestal dimensions... -'- px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height — in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing _ Bars parallel to X-X Axis Number of Bars = 8 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 8 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) „m Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Load_ s D Lr L S W E H P:Column Load = 50.40 -13.010 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnled:17 APR 2018,8:49AM GereeFat Footing - - - FiB=�umpeev*mo*filest4ROJEC INOU-10183d}-nte04t3-21816"-1.EC5 ENERCALC INC.1983.2017.Buiktl0.17.121u,Ver.10.V.12,t0 KW-06011301 Licensee: Covington Description: F1 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8545 Soil Bearing 1.709 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS 4.728 Uplift -13.010 k 61.513 k +D+Lr+H PASS 0.1636 Z Flexure(+X) 8.820 k-ft/ft 53.922 k-ft/ft +1.40D+1.60H PASS 0.1636 Z Flexure(-X) 8.820 k-ft/ft 53.922 k-ft/ft +1.40D+1.60H PASS 0.1636 X Flexure(+Z) 8.820 k-ft/ft 53.922 k-ft/ft +1.40D+1.60H PASS 0.1636 X Flexure(-Z) 8.820 k-ft/ft 53.922 k-ft/ft +1.40D+1.60H PASS 0.1193 1-way Shear(+X) 9.80 psi 82.158 psi +1.40D+1.60H PASS 0.1193 1-way Shear(-X) 9.80 psi 82.158 psi +1.40D+1.60H PASS 0.1193 1-way Shear(+Z) 9.80 psi 82.158 psi +1.40D+1.60H PASS 0.1193 1-way Shear(-Z) 9.80 psi 82.158 psi +1.40D+1.60H PASS 0.2215 2-way Punching 36.40 psi 164.317 psi +1.40D+1.60H Detailed Results Soil Bearing _ Rotation Axis& Xecc Zeta Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 20 n/a 0.0 1.709 1.709 n/a n/a 0.855 X-X,+D+L+H 20 n/a 0.0 1.709 1.709 n/a n/a 0,855 X-X,+D+Lr+H 20 n/a 00 1.347 1.347 n/a n/a 0.674 X-X,+D+S+H 20 n/a 0.0 1.709 1.709 n/a n/a 0.855 X-X,+D+0.750Lr+0.750L+H 20 n/a &0 1.438 1.438 n/a n/a 0.719 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.709 1.709 n/a n/a 0.855 X-X,+D+0.60W+H 20 n/a 0.0 1.709 1.709 n/a n/a 0.855 X-X,+D+0.70E+H 2.0 n/a 0.0 1.709 1.709 n/a n/a 0.855 X-X,+D+0.750Lr+0.750L+0,450W+H 2.0 n/a 00 1.438 1.438 n/a n/a 0.719 X-X.+D+0.750L+0.750S+0.450W+H 2.0 n/a 00 1.709 1.709 n/a n/a 0.855 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 00 1.709 1.709 n/a n/a 0.855 X-X,+0.60D+0.60W+0.60H 20 n/a 00 1.025 1.025 n/a n/a 0.513 X-X,+0.60D+0.70E+0.60H 20 nla 00 1.025 1.025 n/a n/a 0,513 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 1.709 1.709 0,855 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.709 1.709 0.855 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 1.347 1.347 0.674 Z-Z,+D+S+H 20 0.0 nla n/a n/a 1.709 1.709 0.855 Z-Z.+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.438 1.438 0.719 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.709 1.709 0.855 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 1.709 1.709 0.855 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 1.709 1.709 0.855 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.438 1.438 0.719 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.709 1.709 0.855 Z-Z,+D+0.750L+0.750S+0.5250E+H 20 0.0 n/a n/a n/a 1.709 1.709 0.855 Z-Z,+0.60D+0.60W+0.60H 2.0 GO n/a n/a nla 1.025 1.025 0.513 Z-Z,+0.60D+0.70E+0.60H 20 0.0 n/a n/a n/a 1.025 1.025 0.513 Overturning Stability Rotation Axis& Load Combination... _ _ _ Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:17 APR 2018,8:49AM Fle=1UaspeMetwark files\PROJEC-ri8000-6-116 aD-11180413-m63R 1.EC8 im General Foaling ENERCALC.INC,19n2017.Build:10.1T.1210,Ver.10.17.12 10 Covington Description: F1 Footing Flexure Flexure Axis 8 Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi Mn Status k-ft Surface inA2 inA2 in12 k-ft X-X,+1.40D+1.60H 8.820 +Z Bottom 0.5184 Min TemD% 0.5867 53.922 OK X-X,+1.40D+1.60H 8.820 -Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 6.747 +Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 6.747 -Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+1.20D+1.60L+0.50S+1.60H 7.560 +Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+1.20D+1.60L+0.50S+1.60H 7.560 -Z Bottom 0,5184 Min Temp% 0,5867 53.922 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4.958 +Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4.958 -Z Bottom 0,5184 Min Temp% 0,5867 53.922 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 4.958 +Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 4.958 -Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+1.20D+0.50L+1.60S+1.60H 7.560 +Z Bottom 0.5184 Min Temp% 0.5867 53,922 OK X-X,+1.20D+0,50L+1.60S+1.60H 7.560 -Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+1.20D+1.60S+0.50W+1.60H 7.560 +Z Bottom 0.5184 Min Temp% 0.5867 53,922 OK X-X,+1.20D+1.60S+0.50W+1.60H 7.560 -Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 6.747 +Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 6.747 -Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 7.560 +Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 7.560 -Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 7.560 +Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 7.560 -Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X.+0.90D+W+0.90H 5.670 +Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+0.90D+W+0.90H 5.670 -Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X.+0.90D+E+0.90H 5.670 +Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+0.90D+E+0.90H 5.670 -Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z.+1.40D+1.60H 8.820 -X Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z.+1.40D+1.60H 8.820 +X Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 6.747 -X Bottom 0,5184 Min Temp% 0.5867 53,922 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 6.747 +X Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 7,560 -X Bottom 0,5184 Min Temp% 0.5867 53.922 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 7.560 +X Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 4.958 -X Bottom 0,5184 Min Temp% 0,5867 53.922 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 4.958 +X Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 4.958 -X Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 4.958 +X Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 7.560 -X Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 7.560 +X Bottom 0.5184 Min TemD% 0.5867 53,922 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 7.560 -X Bottom 0.5184 Min TemD% 0.5867 53.922 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 7.560 +X Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 6.747 -X Bottom 0.5184 Min TemD% 0.5867 53.922 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 6.747 +X Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 7.560 -X Bottom 0,5184 Min Temp% 0.5867 53.922 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 7.560 +X Bottom 0.5184 Min TemD% 0.5867 53,922 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 7.560 -X Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z,+1.20D+0,50L+0.20S+E+1.60H 7.560 +X Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z,+0.90D+W+0.90H 5.670 -X Bottom 0,5184 Min TemD% 0.5867 53.922 OK Z-Z.+0.90D+W+0,90H 5.670 +X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+0.90D+E+0.90H 5,670 -X Bottom 0.5184 Min TemD% 0.5867 53.922 OK Z-Z.+0.90D+E+0.90H 5.670 +X Bottom 0.5184 Min Temp% 0.5867 53.922 OK One Way Shear _ Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 9.80 Dsi 9.80 psi 9.80 osi 9.80 Dsi 9.80 psi 82.16 Dsi 0.12 0.00 +1.20D+0.50Lr+1.60L+1.60H 7.50 osi 7.50 osi 7.50 osi 7.50 Dsi 7.50 osi 82.16 psi 0.09 0.00 +1.20D+1.60L+0.50S+1.60H 8.40 osi 8.40 osi 8.40 Dsi 8.40 Dsi 8.40 psi 82.16 Dsi 0.10 0.00 +1.20D+1.60Lr+0.50L+1.60H 5,51 osi 5.51 psi 5.51 Dsi 5.51 Dsi 5.51 Dsi 82.16 Dsi 0.07 0.00 +1.20D+1.60Lr+0.50W+1.60H 5.51 osi 5.51 psi 5.51 osi 5.51 Dsi 5.51 psi 82.16 Dsi 0.07 0.00 +1.20D+0.50L+1.60S+1.60H 8.40 osi 8.40 osi 8.40 osi 8.40 osi 8.40 osi 82.16 osi 0.10 0.00 +1.20D+1.60S+0.50W+1.60H 8.40 osi 8.40 psi 8.40 osi 8.40 osi 8.40 psi 82.16 osi 0.10 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 7.50 Dsi 7.50 osi 7.50 Dsi 7.50 osi 7.50 osi 82.16 osi 0.09 0.00 +1.20D+0.50L+0.50S+W+1.60H 8.40 osi 8.40 Dsi 8.40 osi 8.40 Dsi 8.40 Dsi 82.16 Dsi 0.10 0.00 +1.20D+0.50L+0.20S+E+1.60H 8.40 Dsi 8.40 osi 8.40 osi 8.40 osi 8.40 Dsi 82.16 psi 0.10 0.00 +0.90D+W+0.90H 6.30 osi 6.30 Dsi 6.30 osi 6.30 Dsi 6.30 Dsi 82.16 Dsi 0.08 0.00 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Nnted:17 APR 2019,8:49AM - - File=1VaspemMork 61esiP=EC-118000-B-10163D-n180413-2$163(-tEC6 General Footing riENERCALC.INC.1983-2017.Build:10.17.1210,Yec10.17.1210 KW-06011301 Licensee : Covington Description: F1 One Way Shear _ Load Combination... _ Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +0.90D+E+0.90H 6.30 Dsi 6.30 Dsi 6.30 osi 6.30 osi 6.30 osi 82.16 psi 0.08 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn _ _ Vu I Phi*Vn Status +1.40D+1.60H 36.40 osi 164.32osi 0.2215 OK +1.20D+0.50Lr+1.60L+1.60H 27.84 psi 164.32osi 0,1695 OK +1.20D+1.60L+0.50S+1,60H 31.20 psi 164.32osi 0,1899 OK +1.20D+1.60Lr+0.50L+1.60H 2O.46 osi 164.32osi 0.1245 OK +1.20D+1.60Lr+0.50W+1.60H 2O.46 osi 164.32osi 0.1245 OK +1.20D+0.50L+1.60S+1.60H 31.20 Dsi 164.32osi 0.1899 OK +1.20D+1.60S+0.50W+1.60H 31.20 osi 164.32osi 0.1899 OK +1.20D+0.50Lr+0.50L+W+1.60H 27.84 osi 164.32osi 0.1695 OK +1.20D+0.50L+0.50S+W+1.60H 31.20 osi 164.32osi 0.1899 OK +1.20D+0.50L+0.20S+E+1.60H 31.20 osi 164.32osi 0.1899 OK +0.90D+W+0,90H 23.40 osi 164.32psi 0.1424 OK +0.90D+E+0.90H 23.40 Dsi 164.32osi 0.1424 OK STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:17 APR 2018,8:50AM General Footing ------- �a=tuesoe rkMeMPRaec-1%000-a-1%81&3-r 1\1so413-2ts1ss•R-1. 9 ENERCALC,INC.1983.2017.Bui1d:10.17.12-la Ver10.1712.10 KW-06011301 Licensee:Covington Description: F2 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 3.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 1 Min.Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf when max length Add Pedestal Wt for Soil Pressure Yes . gth or width is greater than - ft Use Pedestal wt for stability,mom&shear Yes Dimensions Width parallel to X-X Axis 9.250 ft Length parallel to Z-Z Axis = 9.250 ft Footing Thickness = 42.0 in Pedestal dimensions.., px:parallel to X-X Axis _ in pz:parallel to Z-Z Axis - in Height - in -- -� -- Rebar Centerline to Edge of Concrete.,. at Bottom of footing = 3.0 in w Reinforcing Bars parallel to X-X Axis Number of Bars = 11 Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size = # 8 i9 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads_ D Lr L S W E H P:Column Load = 61.40 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:17 APR 201.8:50AM General Footing Fla=lJaspermtwo*5les�PROJEC-1000.8-1181s3o-1%180413-M6&R-1.ECs , ENERCALC.INC 1%3.2017,Build:10.17AZ.10,ver10.17 1210 i.i Description: F2 DESIGN SUMMARY Design • Min.Ratio Rem Applied Capacity Governing Load Combination PASS 0.6220 Soil Bearing 1.244 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.06675 Z Flexure(+X) 10.745 k-ft/ft 160.981 k-f/ft +1.40D+1.60H PASS 0.06675 Z Flexure(-X) 10.745 k-ft/ft 160.981 k-ft/ft +1.40D+1.60H PASS 0.06675 X Flexure(+Z) 10.745 k-ft/ft 160.981 k-ft/ft +1.40D+1.60H PASS 0.06675 X Flexure(-Z) 10.745 k-ft/ft 160.981 k-ft/ft +1.40D+1.60H PASS 0.03625 1-way Shear(+X) 2.979 psi 82.158 psi +1.40D+1.60H PASS 0.03625 1-way Shear(-X) 2.979 psi 82.158 psi +1.40D+1.60H PASS 0.03625 1-way Shear(+Z) 2.979 psi 82.158 psi +1.40D+1.60H PASS 0.03625 1-way Shear(-Z) 2.979 psi 82.158 psi +1.40D+1.60H PASS 0.07484 2-way Punching 12.298 psi 164.317 psi +1.40D+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 1.244 1.244 n/a n/a 0.622 X-X.+D+L+H 2.0 n/a 0.0 1.244 1.244 n/a n/a 0,622 X-X,+D+Lr+H 20 n/a 0.0 1.244 1.244 n/a n/a 0.622 X-X.+D+S+H 20 n/a 0.0 1.244 1.244 n/a n/a 0.622 X-X,+D+0.750Lr+0.750L+H 20 n/a 0.0 1.244 1.244 n/a n/a 0.622 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.244 1.244 n/a n/a 0.622 X-X,+D+0.60W+H 20 n/a 0.0 1.244 1.244 n/a n/a 0.622 X-X,+D+0.70E+H 20 n/a 0.0 1.244 1.244 n/a n/a 0.622 X-X,+D+0.750Lr+0.750L+0.450W+H 20 n/a 0.0 1.244 1.244 n/a n/a 0.622 X-X,+D+0.750L+0.750S+0.450W+H 20 n/a 0.0 1.244 1.244 n/a n/a 0.622 X-X,+D+0.750L+0.750S+0.5250E+H 20 n/a 0.0 1.244 1.244 n/a n/a 0,622 X-X,+0,60D+0.60W+0.60H 20 n/a 0.0 0.7463 0.7463 n/a n/a 0.373 X-X,+0.60D+0.70E+0.60H 20 n/a 0.0 0.7463 0.7463 n/a n/a 0.373 Z-Z,+D+H 20 0.0 n/a n/a n/a 1,244 1.244 0.622 Z-Z,+D+L+H 20 0.0 n/a n/a n/a 1.244 1.244 0.622 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 1.244 1.244 0.622 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 1.244 1.244 0,622 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.244 1.244 0.622 Z-Z,+D+0.750L+0.750S+H 20 0.0 n/a n/a n/a 1.244 1.244 0.622 Z-Z,+D+0.60W+H 20 0.0 n/a n/a n/a 1.244 1.244 0.622 Z-Z,+D+0.70E+H 20 0.0 n/a n/a n/a 1,244 1,244 0.622 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1,244 1.244 0.622 Z-Z,+D+0.750L+0.750S+0.450W+H 20 0.0 n/a n/a n/a 1.244 1.244 0,622 Z-Z.+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.244 1,244 0.622 Z-Z.+0.60D+0.60W+0.60H 20 0.0 n/a n/a n/a 0.7463 0.7463 0.373 Z-Z,+0.60D+0.70E+0.60H 20 0.0 n/a n/a n/a 0.7463 0,7463 0.373 Overturning Stability _ _ _ Rotation Axis& _Load Combination... _ Overturning Moment Resisting Moment Stability Ratio _ _ Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: tt±+ Pnnted:17 APR 2018,8:50AM `7efl@C1� Footing -- Fle=lUaspeMetworkblesiPROJEC-118000.8-118163U-11180413-ZO163R-1.EC6 ENERCALC,INC.19012017,Build;1.0.17.1210.Ver.10.17.12.10 KW-06011 301 Licensee:Covington Description: F2 Footing Flexure Mu Side Tension As Req'd Gvm.As Actual As Phi*Mn Status Flexure Axis&Load Combination k-ft _ Surface inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 10.745 +Z Bottom 0.9072 Min Temp% 0.9395 160.981 OK X-X,+1.40D+1.60H 10.745 -Z Bottom 0.9072 Min Temp% 0,9395 160.981 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 9.210 +Z Bottom 0.9072 Min Temo% 0.9395 160.981 OK X-X,+1.20D+0,50Lr+1.60L+1.60H 9.210 -Z Bottom 0.9072 Min Temo% 0.9395 160.981 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.210 +Z Bottom 0.9072 Min Temp% 0.9395 160.981 OK X-X.+1,20D+1.60L+0.50S+1.60H 9.210 -Z Bottom 0.9072 Min Temo% 0.9395 160.981 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 9.210 +Z Bottom 0.9072 Min Temo% 0.9395 160.981 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 9.210 -Z Bottom 0.9072 Min Temp% 0.9395 160.981 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 9.210 +Z Bottom 0.9072 Min Temp% 0.9395 160.981 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 9.210 -Z Bottom 0.9072 Min Temp% 0.9395 160.981 OK X-X,+1.20D+0.50L+1.60S+1.60H 9.210 +Z Bottom 0,9072 Min Temo% 0.9395 160.981 OK X-X,+1.20D+0.50L+1.60S+1.60H 9.210 -Z Bottom 0.9072 Min Temp% 0,9395 160.981 OK X-X,+1.20D+1.60S+0.50W+1.60H 9.210 +Z Bottom 0.9072 Min Temo% 0.9395 160.981 OK X-X,+1.20D+1.60S+0.50W+1.60H 9.210 -Z Bottom 0.9072 Min Temo% 0.9395 160.981 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 9.210 +Z Bottom 0,9072 Min Temp% 0.9395 160.981 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 9,210 -Z Bottom 0.9072 Min Temo% 0.9395 160.981 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 9.210 +Z Bottom 0.9072 Min Temp% 0,9395 160.981 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 9.210 -Z Bottom 0.9072 Min Temo% 0.9395 160.981 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 9.210 +Z Bottom 0.9072 Min Two% 0.9395 160.981 OK X-X,+1,20D+0.50L+0.20S+E+1.60H 9.210 -Z Bottom 0.9072 Min Temp% 0.9395 160.981 OK X-X,+0.90D+W+0.90H 6.908 +Z Bottom 0.9072 Min Temp% 0.9395 160.981 OK X-X,+0.90D+W+0.90H 6.908 -Z Bottom 0.9072 Min Temp% 0.9395 160.981 OK X-X,+0.90D+E+0.90H 6,908 +Z Bottom 0.9072 Min Temp% 0.9395 160.981 OK X-X,+0.90D+E+0.90H 6.908 -Z Bottom 0.9072 Min Temp% 0.9395 160.981 OK Z-Z,+1.40D+1.60H 10.745 -X Bottom 0.9072 Min Temp% 0.9395 160.981 OK Z-Z,+1.40D+1.60H 10.745 +X Bottom 0.9072 Min Temp% 0,9395 160.981 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 9.210 -X Bottom 0.9072 Min Temp% 0.9395 160,981 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 9.210 +X Bottom 0.9072 Min Temp% 0,9395 160,981 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 9.210 -X Bottom 0.9072 Min Temp% 0.9395 160.981 OK Z-Z,+1.20D+1.60L+0.50S+1,60H 9.210 +X Bottom 0.9072 Min Temp% 0,9395 160.981 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 9.210 -X Bottom 0.9072 Min Temp% 0.9395 160.981 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 9.210 +X Bottom 0.9072 Min Temp% 0.9395 160,981 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 9.210 -X Bottom 0.9072 Min Temp% 0.9395 160.981 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 9.210 +X Bottom 0.9072 Min Temp% 0.9395 160.981 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 9.210 -X Bottom 0.9072 Min Temp% 0.9395 160.981 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 9.210 +X Bottom 0.9072 Min Temp% 0.9395 160.981 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 9.210 -X Bottom 0.9072 Min Temp% 0.9395 160.981 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 9.210 +X Bottom 0.9072 Min Temp% 0.9395 160.981 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 9.210 -X Bottom 0.9072 Min Temo% 0.9395 160.981 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1.60H 9.210 +X Bottom 0.9072 Min Temp% 0.9395 160.981 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 9.210 -X Bottom 0.9072 Min Temp% 0.9395 160,981 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 9.210 +X Bottom 0.9072 Min Temp% 0.9395 160.981 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 9.210 -X Bottom 0.9072 Min Temp% 0.9395 160.981 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 9,210 +X Bottom 0.9072 Min Temp% 0.9395 160,981 OK Z-Z,+0.90D+W+0.90H 6.908 -X Bottom 0.9072 Min Temo% 0.9395 160.981 OK Z-Z,+0.90D+W+0.90H 6.908 +X Bottom 0.9072 Min Temp% 0.9395 160.981 OK Z-Z,+0.90D+E+0.90H 6.908 -X Bottom 0.9072 Min Temo% 0.9395 160.981 OK Z-Z.+0.90D+E+0.90H 6.908 +X Bottom 0,9072 Min Temp% 0.9395 160.981 OK One Way Shear --- Load Combination... Vu @-X Vu @+X Vu @-Z Vu +Z Vu:Max Phi Vn Vu 1 Ph_i*Vn Status +1.40D+1.60H 2.98 psi 2.98 psi 2.98 psi 2.98 psi 2.98 psi 82.16 psi 004 0.00 +1.20D+0.50Lr+1.60L+1.60H 2.55 psi 2.55 psi 2.55 psi 2.55 psi 2.55 psi 82.16 psi 0.03 0.00 +1.20D+1,60L+0.50S+1.60H 2.55 psi 2 55 psi 2.55 psi 2.55 psi 2.55 psi 82.16 psi 003 0.00 +1.20D+1.60Lr+0.50L+1.60H 2.55 psi 2 55 psi 2.55 psi 2,55 psi 2.55 psi 82.16 psi 0.03 0.00 +1.20D+1.60Lr+0.50W+1.60H 2.55 psi 2.55 psi 2.55 psi 2.55 psi 2.55 psi 82.16 psi 0.03 0.00 +1.20D+0.50L+1.60S+1.60H 2.55 psi Z55 psi 2.55 psi 2.55 psi 2.55 psi 82.16 psi 003 0.00 +1.20D+1.60S+0.50W+1.60H 2.55 psi 2.55 psi 2.55 psi 2.55 psi 2.55 psi 82.16 psi 003 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 2.55 psi 2.55 psi 2.55 psi 2.55 psi 2.55 psi 82.16 psi 003 0.00 +1.20D+0.50L+0.50S+W+1.60H 2.55 psi 2.55 psi 2.55 psi 2.55 psi 2.55 psi 82.16 psi 0.03 0.00 +1.20D+0.50L+0.20S+E+1.60H 2.55 psi 2.55 psi 2.55 psi 2.55 psi 2.55 psi 82.16 psi 003 0.00 +0.90D+W+0.90H 1.92 psi 1.92 psi 1.92 psi 1.92 psi 1.92 psi 82.16 psi 002 0.00 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Printed:17 APR 2018,8:50AM Re=NasperinedvA$mIPROJEC-11a000-8�-1$1fi3U-11180413 218163R-1.EC5 General Footing ENERCAM INC 1983.2017.Butuio,17.1vo,Ver.10.17.121U t.t Covington Description: F2 One Way Shear Load Combination Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status_ +0.90D+E+0.90H 1.92 osi 1.92 osi 1.92 osi 1.92 osi 1.92 osi 82.16 osi 0.02 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 12.30 osi 164.32osi 0.07484 OK +1.20D+0.50Lr+1.60L+1.60H 10.54 osi 164.32osi 0.06415 OK +1.20D+1.60L+0.50S+1.60H 10.54 osi 164.32osi 0.06415 OK +1.20D+1,60Lr+0.50L+1.60H 10.54 osi 164.32osi 0.06415 OK +1.20D+1.60Lr+0.50W+1.60H 10.54 osi 164.32osi 0.06415 OK +1.20D+0.50L+1.60S+1.60H 10.54 osi 164.32osi 0,06415 OK +1.20D+1.60S+0.50W+1.60H 10.54 osi 164.32osi 0.06415 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.54 psi 164.32osi 0.06415 OK +1.20D+0.50L+0.50S+W+1.60H 10.54 osi 164.32osi 0.06415 OK +1.20D+0.50L+0,20S+E+1.60H 10.54 osi 164.32osi 0.06415 OK +0.90D+W+0.90H 7.91 osi 164.32osi 0,04811 OK +0.90D+E+0.90H 7.91 osi 164.32osi 0.04811 OK i STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:17 APR 2018,8:52AM File=`VasperM&vorkfflatPROJEC-118 W4-1t8163•D-11180413-218163-R-1.EC6 General Footing ENERCALC,INC.lgn20l7.Build.10.17.12.10.Ver.10.17.12.10 - .=ll Description: F3 Code References _ Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface - 1.170 ft Min Steel%Bending Reinf. = Allow press,increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 1 Min.Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear Yes Dimensions Width parallel to X-X Axis = 6.0 ft Z Length parallel to Z-Z Axis = 6.0 ft Footing Thickness = 24.0 in x x Pedestal dimensions... - - px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 8 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 8 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads _ D Lr L S W E H P:Column Load = 30.50 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k `i T STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: �+ peMel r Pdnted:17 APR 2018,B:52AM �ieLleCaf FootingFootingFile=tVaSkfiISSIPROJEC-118000-8-118163-D-111&1413-218163R-1.EC6 ENERCALC,INC.19832017.Build:10.17.1210.Ver.10.17,1210 E1717,1117.11TIMT11111111 Description: F3 DESIGN SUMMARY Design Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5780 Soil Bearing 1.156 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.09899 Z Flexure(+X) 5.338 k-ft/ft 53.922 k-f/ft +1.40D+1.60H PASS 0.09899 Z Flexure(-X) 5.338 k-ft/ft 53.922 k-ftlft +1.40D+1.60H PASS 0.09899 X Flexure(+Z) 5.338 k-ft/ft 53.922 k-ft/ft +1.40D+1.60H PASS 0.09899 X Flexure(-Z) 5.338 k-ft/ft 53.922 k-ft/ft +1.40D+1.60H PASS 0.07218 1-way Shear(+X) 5.931 psi 82.158 psi +1.40D+1.60H PASS 0.07218 1-way Shear(-X) 5.931 psi 82.158 psi +1.40D+1.60H PASS 0.07218 1-way Shear(+Z) 5.931 psi 82.158 psi +1.40D+1.60H PASS 0.07218 1-way Shear(-Z) 5.931 psi 82.158 psi +1.40D+1,60H PASS 0.1341 2-way Punching 22,028 psi 164.317 psi +1.40D+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress Location Actual I Allow Load Combination... Gross Allowable (In) Bottom,-Z Top,+Z Le ,-X Right,+X Ratio X-X.+D+H 2.0 n/a 00 1.156 1.156 n/a n/a 0.578 X-X,+D+L+H 2.0 n/a 0.0 1 156 1.156 n/a n/a 0,578 X-X.+D+Lr+H 2.0 n/a 00 1.156 1,156 n/a n/a 0.578 X-X.+D+S+H 2.0 n/a 0.0 1 156 1.156 n/a n/a 0.578 X-X.+D+0.750Lr+0.750L+H 2.0 n/a 00 1.156 1.156 Ma n/a 0.578 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.156 1.156 n/a n/a 0.578 X-X,+D+0.60W+H 2.0 n/a 0.0 1.156 1.156 n/a n/a 0.578 X-X,+D+0.70E+H 2.0 n/a 00 1.156 1.156 n/a n/a 0.578 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 00 1.156 1,156 n/a n/a 0.578 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1 156 1.156 n/a n/a 0.578 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 00 1 156 1.156 n/a n/a 0.578 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.6936 0.6936 n/a n/a 0.347 X-X,+0.60D+0.70E+0.60H 2.0 n/a 00 0.6936 0.6936 n/a n/a 0.347 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 1.156 1.156 0.578 Z-Z.+D+L+H 2.0 0.0 n/a n/a n/a 1.156 1.156 0.578 Z-Z,+D+Lr+H 20 0.0 n/a nla n/a 1 156 1.156 0.578 Z-Z,+D+S+H 20 0.0 n/a n/a n/a 1.156 1.156 0.578 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1 156 1,156 0.578 Z-Z.+D+0.750L+0.750S+H 20 0.0 n/a n/a n/a 1.156 1.156 0.578 Z-Z.+D+0.60W+H 2.0 0.0 n/a n/a n/a 1.156 1.156 0.578 Z-Z.+D+0.70E+H 20 0.0 n/a n/a n/a 1.156 1.156 0.578 Z-Z.+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.156 1.156 0.578 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1 156 1.156 0.578 Z-Z.+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.156 1.156 0.578 Z-Z.+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.6936 0.6936 0.347 Z-Z.+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.6936 0.6936 0.347 Overturning Stability Rotation Axis& _ Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Printed:17 APR 2018,8:52AM File=Ugerinework 5Ies1PROJEC-118000-8-118163d)-11180413-Z8163R-1.EC6 General Footing ENERCALG INC.1983-2017.Bu81K10.t7.12.10,Ver.10,17.1210 . . jg Description: F3 Footing Flexure _ Mu Side Tension As Req'd Gvrn.As Actual As PhVMn Status Flexure Axis&Load Combination k-ft Surface_ in12 inA2 in12 k-ft X-X,+1.40D+1.60H 5.338 +Z Bottom 0.5184 Min Temp% 0.5867 53.922 OK X-X,+1.40D+1.60H 5.338 -Z Bottom 0.5184 Min Temo% 0,5867 53.922 OK X-X.+1,20D+0.50Lr+1.60L+1.60H 4.575 +Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 4.575 -Z Bottom 0.5184 Min TeMD% 0.5867 53.922 OK X-X.+1.20D+1.60L+0.50S+1.60H 4.575 +Z Bottom 0.5184 Min Temo% 0,5867 53.922 OK X-X.+1.20D+1.60L+0.50S+1.60H 4.575 -Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 4.575 +Z Bottom 0.5184 Min Temd% 0.5867 53.922 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 4.575 -Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 4.575 +Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 4.575 -Z Bottom 0.5184 Min Temo% 0.5867 53,922 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.575 +Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.575 -Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X,+1.20D+1.60S+0.50W+1.60H 4.575 +Z Bottom 0.5184 Min Temo% 0.5867 53,922 OK X-X,+1.20D+1.60S+0.50W+1.60H 4.575 -Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 4.575 +Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 4.575 -Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 4.575 +Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 4.575 -Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 4.575 +Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 4.575 -Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X,+0.90D+W+0.90H 3.431 +Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X,+0.90D+W+0,90H 3.431 -Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X,+0.90D+E+0.90H 3.431 +Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK X-X,+0.90D+E+0.90H 3,431 -Z Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+1.40D+1.60H 5.338 -X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z.+1.40D+1.60H 5.338 +X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 4.575 -X Bottom 0.5184 Min Temo% 0,5867 53.922 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 4.575 +X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 4.575 -X Bottom 0.5184 Min Temo% 0,5867 53.922 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 4.575 +X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 4,575 -X Bottom 0.5184 Min Temo% 0,5867 53.922 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 4.575 +X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 4,575 -X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 4.575 +X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4.575 -X Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 4.575 +X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 4.575 -X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 4.575 +X Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 4.575 -X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 4.575 +X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.575 -X Bottom 0.5184 Min Temp% 0.5867 53.922 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 4.575 +X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 4.575 -X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 4.575 +X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+0.90D+W+0.90H 3.431 -X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+0.90D+W+0.90H 3.431 +X Bottom 0.5184 Min Temo% 0,5867 53.922 OK Z-Z,+0.90D+E+0.90H 3.431 -X Bottom 0.5184 Min Temo% 0.5867 53.922 OK Z-Z,+0.90D+E+0.90H 3.431 +X Bottom 0.5184 Min Temo% 0.5867 53.922 OK One Way Shear Load Combination... Vu @-X Vu_@+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi'Vn Status +1.40D+1.60H 5.93 osi 5.93 osi 5.93 osi 5.93 osi 5.93 osi 82.16 osi 0.07 0.00 +1.20D+0.50Lr+1.60L+1.60H 5.08 osi 5.08 osi 5.08 osi 5.08 osi 5.08 osi 82.16 osi 0.06 0.00 +1.20D+1.60L+0.50S+1.60H 5.08 osi 5.08 osi 5.08 osi 5.08 osi 5.08 osi 82.16 osi 0.06 0.00 +1.20D+1.60Lr+0.50L+1.60H 5.08 osi 5.08 osi 5.08 osi 5.08 osi 5.08 osi 82.16 osi 0.06 0.00 +1.20D+1.60Lr+0.50W+1.60H 5.08 osi 5.08 osi 5.08 osi 5.08 osi 5.08 osi 82.16 osi 0.06 0.00 +1.20D+0.50L+1.605+1.60H 5.08 osi 5.08 osi 5.08 osi 5.08 osi 5.08 osi 82.16 osi 0.06 0.00 +1.20D+1.60S+0.50W+1.60H 5.08 osi 5.08 osi 5.08 osi 5.08 osi 5.08 osi 82.16 osi 0.06 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 5.08 osi 5.08 osi 5.08 osi 5.08 psi 5.08 osi 82.16 osi 0.06 0.00 +1.20D+0.50L+0.50S+W+1.60H 5.08 osi 5.08 osi 5.08 osi 5.08 osi 5.08 osi 82.16 osi 0.06 0.00 +1.20D+0.50L+0.20S+E+1.60H 5.08 osi 5.08 osi 5.08 osi 5.08 osi 5.08 osi 82.16 osi 0.06 0.00 +0.90D+W+0.90H 3.81 osi 3.81 osi 3.81 osi 3.81 osi 3.81 osi 82.16 osi 0.05 0.00 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdn[ed:17 APR 2018,8:52AM General FOOtit19 f FIe=�Vespenrvt'tworkfileslPROJEC-t1800p8-t1816'tD-11180413-218163-R-1,EC6 fNERCAM ING 1983.2017,Bu0d:t0J7.12.10.Ver,10.17.i210 KW-06011301 Description: F3 One Way Shear Load Combination Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 3.81 psi 3.81 psi 3.81 psi 3.81 psi 3.81 osi 82.16 osi 0.05 0.00 Two-Way"Punching"'Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 22.03 psi 164.32osi 0.1341 OK +1.20D+0,50Lr+1.60L+1.60H 18.88 psi 164.32psi 0.1149 OK +1.20D+1.60L+0.50S+1.60H 18.88 psi 164.32osi 0.1149 OK +1.20D+1.60Lr+0.50L+1.60H 18.88 psi 164.32osi 0.1149 OK +1.20D+1.60Lr+0.50W+1.60H 18.88 psi 164.32psi 0.1149 OK +1.20D+0.50L+1.60S+1.60H 18.88 psi 164.32psi 0.1149 OK +1.20D+1.60S+0.50W+1.60H 18.88 psi 164.32osi 0.1149 OK +1.20D+0.50Lr+0.50L+W+1.60H 18.88 psi 164.32psi 0.1149 OK +1.20D+0.50L+0.50S+W+1.60H 18.88 psi 164.32osi 0.1149 OK +1.20D+0.50L+0.20S+E+1.60H 18.88 psi 164.32psi 0.1149 OK +0.90D+W+0.90H 14.16 psi 164,32psi 0.08618 OK +0.90D+E+0.90H 14.16 psi 164.32osi 0.08618 OK STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:17 APR 2018,8:54AM General Footing -- FIe=llrespef eM0rk6ies%PRDJEC-1180048-118163-D-1U80413--218163R-1.EC6 ENERCALC,INC 1983-2017.Build:10.IT12.10,Ver10.1712.10 KW-06011301 Description: F4 Code References - Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.170 ft Min Steel%Bending Reinf. Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 1 Min.Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear Yes Dimensions Width parallel to X-X Axis = 6.5 ft Length parallel to Z-Z Axis = 6.50 ft Z Footing Thickness = 24 in -- _ ------ Pedestal dimensions... x X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in --- - - - - ` Height — in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in W Reinforcing --- Bars parallel to X-X Axis Number of Bars = 8 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 8 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads - D Lr L S W E H P:Column Load = 56.50 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Hoed:17 APR 2018,8:54AM General Footing - Fire=UmpemeNrortfiwpFOJEC-118o00-E-1181s3o-1Ueo419-2161s3-R-t.ECa ENERCALC,INC.1902017.8ui1d:10.17.12A0,Ver10.1Li2.10 �,1 1 Description: F4 DESIGN SUMMARY __ _ • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8690 Soil Bearing 1.738 ksf _ 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z-. PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1982 Z Flexure(+X) 9.888 k-ft/ft 49.882 k-ft/ft +1.40D+1.60H PASS 0.1982 Z Flexure(-X) 9.888 k-ft/ft 49.882 k-ft/ft +1.40D+1.60H PASS 0.1982 X Flexure(+Z) 9.888 k-ft/ft 49.882 k-ft/ft +1.40D+1.60H PASS 0.1982 X Flexure(-Z) 9.888 k-ft/ft 49.882 k-ft/ft +1.40D+1.60H PASS 0.1352 1-way Shear(+X) 11.107 psi 82.158 psi +1.40D+1.60H PASS 0.1352 1-way Shear(-X) 11.107 psi 82.158 psi +1.40D+1.60H PASS 0.1352 1-way Shear(+Z) 11.107 psi 82,158 psi +1.40+1.601-1 PASS 0.1352 1-way Shear(-Z) 11.107 psi 82.158 psi +1.40D+1.60H PASS 0.2544 2-way Punching 41.810 psi 164.317 psi +1.40D+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow _ Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 2.0 n/a 0.0 1.738 1.738 n/a n/a 0,869 X-X.+D+L+H 2.0 n/a 0.0 1.738 1,738 n/a n/a 0.869 X-X,+D+Lr+H 2.0 n/a 0.0 1.738 1.738 n/a n/a 0,869 X-X.+D+S+H 2.0 n/a 0.0 1.738 1,738 n/a n/a 0.869 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.738 1.738 n/a n/a 0.869 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.738 1.738 n/a n/a 0.869 X-X,+D+0.60W+H 2.0 n/a 0.0 1.738 1.738 n/a n/a 0.869 X-X,+D+0.70E+H 2.0 n/a 0.0 1.738 1.738 n/a n/a 0.869 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.738 1.738 n/a n/a 0.869 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1,738 1.738 n/a n/a 0,869 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0,0 1.738 1.738 n/a n/a 0,869 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 1,043 1.043 n/a n/a 0.522 X-X.+0.60D+0.70E+0.60H 2.0 n/a 010 1.043 1.043 n/a n/a 0.522 Z-Z,+D+H 20 0.0 n/a n/a n/a 1.738 1.738 0.869 Z-Z,+D+L+H 20 00 n/a n/a n/a 1.738 1.738 0,869 Z-Z,+D+Lr+H 20 00 n/a n/a n/a 1.738 1.738 0.869 Z-Z,+D+S+H 2.0 00 n/a n/a n/a 1.738 1.738 0.869 Z-Z,+D+0.750Lr+0.750L+H 20 00 n/a n/a n/a 1.738 1.738 0.869 Z-Z,+D+0.750L+0.750S+H 2.0 00 n/a n/a n/a 1,738 1.738 0.869 Z-Z,+D+0.60W+H 2.0 00 n/a n/a n/a 1.738 1.738 0.869 Z-Z,+D+0.70E+H 2.0 00 n/a n/a n/a 1.738 1.738 0.869 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.738 1.738 0.869 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.738 1.738 0.869 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 00 n/a n/a n/a 1.738 1.738 0.869 Z-Z,+0.60D+0.60W+0.60H 20 0.0 n/a n/a n/a 1.043 1.043 0.522 Z-Z,+0.60D+0.70E+0.60H 20 0.0 n/a n/a n/a 1.043 1.043 0.522 Overturning Stability Rotation Axis& Load Combination... _ Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pnnted:17 APR 2018,8:54AM File=tVaspe�neMork BIesIPROJEC-118000.9-1%1630-i1180413-21818&R-t.EC6 General Footing ENERCALC,INC 19n2017,Butid:10.17.12.t0,Vec10:17.12.10 KW-06011301 Licensee Covington Description: F4 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi•Mn Status k-ft Surface in^2 W2 in^2 k-ft X-X,+1.40D+1.60H 9.888 +Z Bottom 0.5184 Min TemD% 0.5415 49.882 OK X-X,+1.40D+1.60H 9.888 -Z Bottom 0.5184 Min Temo% 0.5415 49.882 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 8.475 +Z Bottom 0.5184 Min TemD% 0.5415 49.882 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 8.475 -Z Bottom 0.5184 Min Temp% 0,5415 49.882 OK X-X,+1.20D+1.60L+0.50S+1.60H 8.475 +Z Bottom 0.5184 Min Temp% 0.5415 49.882 OK X-X,+1,20D+1.60L+0.50S+1.60H 8.475 -Z Bottom 0.5184 Min TemD% 0.5415 49.882 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 8.475 +Z Bottom 0.5184 Min TemD% 0.5415 49.882 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 8.475 -Z Bottom 0.5184 Min Temo% 0.5415 49.882 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 8.475 +Z Bottom 0.5184 Min Temo% 0,5415 49.882 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 8.475 -Z Bottom 0.5184 Min Temp% 0.5415 49.882 OK X-X.+1.20D+0.50L+1.60S+1.60H 8.475 +Z Bottom 0.5184 Min Temo% 0.5415 49.882 OK X-X,+1.20D+0.50L+1.60S+1.60H 8.475 -Z Bottom 0.5184 Min Temo% 0.5415 49.882 OK X-X,+1.20D+1.60S+0.50W+1.60H 8.475 +Z Bottom 0.5184 Min Temo% 0.5415 49.882 OK X-X,+1.20D+1.60S+0.50W+1.60H 8.475 -Z Bottom 0.5184 Min Temo% 0,5415 49.882 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 8.475 +Z Bottom 0.5184 Min Temp% 0.5415 49.882 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 8.475 -Z Bottom 0.5184 Min Temo% 0.5415 49.882 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 8.475 +Z Bottom 0,5184 Min Temo% 0.5415 49.882 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 8.475 -Z Bottom 0.5184 Min Temo% 0.5415 49.882 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 8.475 +Z Bottom 0.5184 Min Temo% 0,5415 49.882 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 8,475 -Z Bottom 0.5184 Min Temo% 0.5415 49.882 OK X-X,+0.90D+W+0.90H 6.356 +Z Bottom 0.5184 Min Temo% 0.5415 49.882 OK X-X,+0.90D+W+0.90H 6.356 -Z Bottom 0.5184 Min Temo% 0.5415 49.882 OK X-X,+0.90D+E+0.90H 6.356 +Z Bottom 0.5184 Min Temo% 0.5415 49.882 OK X-X.+0.90D+E+0.90H 6.356 -Z Bottom 0.5184 Min Temp% 0.5415 49,882 OK Z-Z,+1.40D+1.60H 9.888 -X Bottom 0.5184 Min Temo% 0.5415 49.882 OK Z-Z.+1.40D+1.60H 9.888 +X Bottom 0.5184 Min Temp% 0.5415 49,882 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 8.475 -X Bottom 0.5184 Min TemD% 0.5415 49.882 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 8.475 +X Bottom 0.5184 Min Temo% 0.5415 49.882 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 8.475 -X Bottom 0.5184 Min Temo% 0.5415 49.882 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 8.475 +X Bottom 0.5184 Min TemD% 0.5415 49.882 'OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 8.475 -X Bottom 0.5184 Min Temo% 0.5415 49.882 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 8.475 +X Bottom 0.5184 Min Temo% 0.5415 49.882 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 8.475 -X Bottom 0.5184 Min Temp% 0.5415 49.882 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 8.475 +X Bottom 0.5184 Min Temo% 0.5415 49.882 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 8,475 -X Bottom 0.5184 Min Temo% 0.5415 49.882 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 8,475 +X Bottom 0.5184 Min Temo% 0.5415 49.882 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 8.475 -X Bottom 0.5184 Min Temo% 0,5415 49.882 OK Z-Z,+1.20D+1.60S+0.50W+1,60H 8.475 +X Bottom 0.5184 Min Temp% 0.5415 49.882 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 8.475 -X Bottom 0.5184 Min TemD% 0.5415 49.882 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 8.475 +X Bottom 0.5184 Min Temo% 0.5415 49.882 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 8.475 -X Bottom 0.5184 Min TemD% 0.5415 49.882 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 8.475 +X Bottom 0.5184 Min Temo% 0.5415 49.882 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 8.475 -X Bottom 0.5184 Min Temo% 0.5415 49.882 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 8.475 +X Bottom 0.5184 Min Temp% 0.5415 49.882 OK Z-Z,+0.90D+W+0.90H 6.356 -X Bottom 0.5184 Min Temo% 0.5415 49.882 OK Z-Z,+0.90D+W+0.90H 6.356 +X Bottom 0.5184 Min Temo% 0.5415 49.882 OK Z-Z,+0.90D+E+0.90H 6.356 -X Bottom 0.5184 Min Temo% 0.5415 49.882 OK Z-Z,+0.90D+E+0.90H 6.356 +X Bottom 0,5184 Min Temp% 0.5415 49.882 OK One Way Shear Load Combination... _ Vu @-X Vu +X Vu @-Z Vu a@+Z Vu:Max Phi Vn Vu 1 Phi'Vn Status +1.40D+1.60H 11.11 osi 11.11 osi 11.11 psi 11.11 [)Si 11.11 osi 82.16 psi 0.14 0.00 +1.20D+0.50Lr+1.60L+1.60H 9.52 osi 9.52 Dsi 9 52 osi 9.52 Dsi 9.52 osi 82.16 osi 0.12 0.00 +1.20D+1.60L+0.50S+1.60H 9.52 Dsi 9.52 osi 9.52 Dsi 9.52 psi 9.52 osi 82.16 osi 0.12 0.00 +1.20D+1.60Lr+0.50L+1.60H 9.52 osi 9.52 Dsi 9.52 Dsi 9.52 osi 9.52 psi 82.16 osi 0.12 0.00 +1.20D+1.60Lr+0.50W+1.60H 9.52 osi 9.52 Dsi 9.52 osi 9.52 Dsi 9,52 osi 82.16 Dsi 0.12 0.00 +1.20D+0.50L+1.60S+1.60H 9.52 osi 9.52 psi 9 52 osi 9.52 psi 9.52 Dsi 82.16 osi 0.12 0.00 +1.20D+1.60S+0,50W+1.60H 9.52 osi 9.52 Dsi 9.52 psi 9.52 osi 9.52 osi 82.16 osi 0.12 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 9.52 psi 9.52 osi 9 52 osi 9.52 psi 9.52 osi 82,16 osi 0.12 0.00 +1.20D+0.50L+0.50S+W+1.60H 9,52 Dsi 9.52 osi 9.52 osi 9.52 psi 9.52 osi 82.16 osi 0.12 0.00 +1.20D+0.50L+0.20S+E+1.60H 9.52 osi 9.52 Dsi 9.52 osi 9.52 psi 9.52 osi 82.16 osi 0.12 0.00 +0.90D+W+0.90H 7,14 Dsi 7.14 osi 7.14 osi 7.14 Dsi 7.14 Dsi 82.16 Dsi 0.09 0.00 I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:17 APR 2018,8:54AM General Footing Re=wasaerf&*0dcfllesTROJEC-IM0D8-1%M63D-lu80413-261s�-/.ECs ENERCALC,M.1983-2017.Build.,14,17.1210,Velr10.17.1210 KW-66011301 Description: F4 One Way Shear Load Combination Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 7.14 osi 7.14 osi 7.14 osi 7.14 osi 7.14 osi 82.16 osi 0.09 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 41.81 osi 164.32osi 0.2544 OK +1.20D+0.50Lr+1.60L+1.60H 35.84 osi 164.32osi 0,2181 OK +1.20D+1.60L+0.50S+1.60H 35.84 psi 164.32osi 0.2181 OK +1.20D+1.60Lr+0.50L+1.60H 35 84 osi 164.32osi 0.2181 OK +1.20D+1.60Lr+0.50W+1.60H 35 84 osi 164.32osi 0,2181 OK +1.20D+0.50L+1.60S+1.60H 35.84 osi 164.32osi 0.2181 OK +1.20D+1.60S+0.50W+1.60H 35.84 osi 164.32osi 0.2181 OK +1.20D+0.50Lr+0.50L+W+1.60H 35.84 osi 164.32osi 0.2181 OK +1.20D+0.50L+0.50S+W+1.60H 35.84 osi 164.32osi 0.2181 OK +1.20D+0.50L+0.20S+E+1.60H 35.84 osi 164.32osi 0.2181 OK +0.90D+W+0.90H 26.88 osi 164.32osi 0.1636 OK +0.90D+E+0.90H 26.88 osi 164.32osi 0.1636 OK I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:17 APR 2018,8:55AM - File=1umperineMo nOJEC-118000.8-n8163.0-lNl&Xl3-N163-R-1.EC6 Genera[ Footing tk BIeENERCALC,INC 1983.2017,8MA0.17 t21o,ver10.17.1210 Covington Description: F5 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff = 0.350 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.170 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor - 1.0 : 1 Min.Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear Yes Dimensions Width parallel to X-X Axis = 3.50 ft Z Length parallel to Z-Z Axis = 3.50 ft Footing Thickness = 24.0 in Pedestal dimensions... x X ' 1 px:parallel to X-X Axis = in pz:parallel to Z-Z Ax s - in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in -- -- m 'w Reinforcing Bars parallel to X-X Axis Number of Bars 5 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis �J, • �5r ;21 "L Number of Bars = 5 ��r� Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a - - - - -- - - #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 10.120 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Printed:17 APR 2018,8:55AM File=WaspeMetwork Mes�PROJEC-11600D-&-iW63D-A180413-218163R-I.EC6 General Footing ENERCALC.INC.1983-2D17,Build.10.11.1210,Vec1017.1210 i.0 Covington Description: F5 DESIGN SUMMARY __ - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6130 Soil Bearing 1.226 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03072 Z Flexure(+X) 1.771 k-ft/ft 57.657 k-ft/ft +1.40D+1.60H PASS 0.03072 Z Flexure(-X) 1.771 k-ft/ft 57.657 k-ft/ft +1.40D+1.60H PASS 0.03072 X Flexure(+Z) 1.771 k-ft/ft 57.657 k-ft/ft +1.40D+1,60H PASS 0.03072 X Flexure(-Z) 1.771 k-ft/ft 57.657 k-ft/ft +1.40D+1.60H PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 6.024 psi 82.158 psi +1.40D+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 2.0 n/a 0.0 1.226 1.226 n/a n/a 0.613 X-X,+D+L+H 2.0 n/a 0.0 1.226 1.226 n/a n/a 0.613 X-X.+D+Lr+H 2.0 n/a 0.0 1.226 1.226 n/a n/a 0,613 X-X,+D+S+H 2.0 n/a 0.0 1.226 1.226 n/a n/a 0.613 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.226 1.226 n/a n/a 0.613 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.226 1,226 n/a n/a 0.613 X-X,+D+0.60W+H 2.0 n/a 0.0 1.226 1.226 n/a n/a 0.613 X-X,+D+0.70E+H 2.0 n/a 0.0 1.226 1.226 n/a n/a 0.613 X-X,+D+0.750Lr+0.750L+0,450W+H 2.0 n/a 0.0 1.226 1.226 n/a n/a 0.613 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.226 1.226 n/a n/a 0.613 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.226 1.226 n/a n/a 0.613 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.7359 0.7359 n/a n/a 0.368 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.7359 0.7359 n/a n/a 0.368 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 1.226 1.226 0.613 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.226 1,226 0.613 Z-Z,+D+Lr+H 2.0 00 n/a n/a n/a 1.226 1.226 0.613 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 1.226 1.226 0.613 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.226 1.226 0.613 Z-Z.+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.226 1.226 0.613 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 1.226 1.226 0.613 Z-Z,+D+0.70E+H 2.0 00 n/a n/a n/a 1.226 1.226 0.613 Z-Z.+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.226 1.226 0.613 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.226 1.226 0.613 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.226 1.226 0.613 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.7359 0.7359 0.368 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.7359 0.7359 0.368 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Printed:17 APR 2018,8:55AM General Footing - -FIe=tUasoeMeMrorkfilestPRo,IEC-1leooas-11B163D-11180413-218163R-1.EC6 ENERCALC,INC.19n201 i.8w1d:10.17.12.10,Ver1Q 1712.10 Description: F5 Footing Flexure _ Mu Side Tension As Req'd Gvm.As Actual As Phi`Mn Status Flexure Axis&Load Combination k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 1.771 +Z Bottom 0.5184 Min Temo% 0.6286 57,657 OK X-X,+1.40D+1.60H 1.771 -Z Bottom 0.5184 Min Temp% 0.6286 57.657 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 1.518 +Z Bottom 0.5184 Min Temo% 0.6286 57.657 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 1,518 -Z Bottom 0.5184 Min Temp% 0.6286 57,657 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.518 +Z Bottom 0.5184 Min Temo% 0.6286 57.657 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.518 -Z Bottom 0.5184 Min Temo% 0.6286 57.657 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.518 +Z Bottom 0.5184 Min Temo% 0.6286 57.657 OK X-X,+1.20D+1.60Lr+0,50L+1.60H 1.518 -Z Bottom 0.5184 Min Temp% 0.6286 57.657 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.518 +Z Bottom 0.5184 Min Temo% 0.6286 57.657 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.518 -Z Bottom 0.5184 Min Temp% 0.6286 57.657 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.518 +Z Bottom 0.5184 Min Temo% 0.6286 57.657 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.518 -Z Bottom 0.5184 Min Temo% 0.6286 57,657 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.518 +Z Bottom 0.5184 Min Temp% 0.6286 57.657 OK X-X.+1.20D+1.60S+0.50W+1,60H 1.518 -Z Bottom 0,5184 Min Temo% 0.6286 57,657 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.518 +Z Bottom 0.5184 Min Temp% 0.6286 57.657 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.518 -Z Bottom 0.5184 Min Temo% 0.6286 57,657 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.518 +Z Bottom 0.5184 Min Temp% 0.6286 57.657 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.518 -Z Bottom 0.5184 Min Temo% 0.6286 57.657 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.518 +Z Bottom 0.5184 Min Temp% 0.6286 57.657 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.518 -Z Bottom 0.5184 Min Temo% 0.6286 57.657 OK X-X,+0.90D+W+0.90H 1,139 +Z Bottom 0.5184 Min Temp% 0.6286 57,657 OK X-X,+0.90D+W+0,90H 1.139 -Z Bottom 0.5184 Min Temp% 0.6286 57.657 OK X-X,+0.90D+E+0.90H 1.139 +Z Bottom 0.5184 Min Temp% 0,6286 57,657 OK X-X,+0.90D+E+0.90H 1.139 -Z Bottom 0.5184 Min Temp% 0.6286 57.657 OK Z-Z,+1.40D+1.60H 1.771 -X Bottom 0.5184 Min Temp% 0,6286 57.657 OK Z-Z,+1.40D+1.60H 1.771 +X Bottom 0.5184 Min Temp% 0.6286 57.657 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.518 -X Bottom 0,5184 Min Temp% 0.6286 57,657 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1,518 +X Bottom 0.5184 Min Temp% 0.6286 57.657 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.518 -X Bottom 0.5184 Min Temp% 0.6286 57.657 OK Z-Z,+1.20D+1,60L+0.50S+1.60H 1,518 +X Bottom 0.5184 Min Temp% 0.6286 57,657 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.518 -X Bottom 0.5184 Min Temp% 0.6286 57.657 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.518 +X Bottom 0.5184 Min Temo% 0.6286 57.657 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.518 -X Bottom 0.5184 Min Temp% 0,6286 57.657 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.518 +X Bottom 0.5184 Min Temp% 0.6286 57.657 OK Z-Z,+1.20D+0,50L+1.60S+1,60H 1.518 -X Bottom 0.5184 Min Temp% 0.6286 57.657 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1,518 +X Bottom 0,5184 Min Temp% 0.6286 57.657 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.518 -X Bottom 0.5184 Min Temo% 0.6286 57.657 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1,518 +X Bottom 0.5184 Min Temp% 0.6286 57.657 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.518 -X Bottom 0.5184 Min Temp% 0.6286 57.657 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.518 +X Bottom 0.5184 Min Temp% 0.6286 57.657 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1,518 -X Bottom 0.5184 Min Temp% 0.6286 57.657 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.518 +X Bottom 0.5184 Min Temp% 0.6286 57.657 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.518 -X Bottom 0.5184 Min Temp% 0.6286 57.657 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.518 +X Bottom 0.5184 Min Temo% 0.6286 57.657 OK Z-Z,+0.90D+W+0.90H 1.139 -X Bottom 0.5184 Min Temo% 0.6286 57.657 OK Z-Z+0.90D+W+0.90H 1.139 +X Bottom 0.5184 Min Temp% 0.6286 57.657 OK Z-Z,+0.90D+E+0.90H 1.139 -X Bottom 0.5184 Min Temp% 0,6286 57.657 OK Z-Z.+0.90D+E+0.90H 1.139 +X Bottom 0.5184 Min Temo% 0.6286 57.657 OK One Way Shear_ _Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi"Vn Status +1.40D+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 0.00 +1.20D+0.50Lr+1.60L+1.60H 0,00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 osi 82.16 psi 0.00 0.00 +1.20D+1.60Lr+0.50L+1.60H 0.00 psi 0.00 psi 0.00 osi 0.00 psi 0.00 psi 82.16 psi 0.00 0.00 +1.20D+1.60Lr+0.50W+1.60H 0.00 psi 0.00 osi 0.00 osi 0.00 psi 0.00 osi 82.16 osi 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 0.00 osi 0.00 osi 0.00 osi 0.00 osi 0.00 psi 82.16 osi 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 0.00 osi 0.00 osi 0.00 osi 0.00 psi 0.00 osi 82.16 psi 0.00 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 0.00 osi 0.00 psi 0.00 osi 0.00[)Si 0.00 osi 82.16 osi 0.00 0.00 +1.20D+0.50L+0.50S+W+1.60H 0.00 psi 0.00 osi 0.00 osi 0.00 osi 0.00 osi 82.16 osi 0.00 0.00 +1.20D+0.50L+0.20S+E+1.60H 0.00 osi 0.00 psi 0.00 osi 0.00 osi 0.00 osi 82.16 osi 0.00 0.00 +0.90D+W+0,90H 0,00 psi 0.00 osi 0.00 osi 0.00 osi 0.00 osi 82.16 osi 0.00 0.00 I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:17 APR 2018,8:55AM =_FIe=1Vaimmemark mesipMEC-11BMU-1*163D-11IM413-ZB163-R--1.EC6 General Footing ENERCALC.INC.19812017.BuIR00.17.1210,WOO.171210 KW-06011301 Licensee:Covington Description: F5 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +0,90D+E+0.90H 0.00 osi 0.00 osi 0.00 psi 0.00 Dsi 0.00 osi 82.16 osi 0.00 0.00 Two-Way"Punching"Shear All units k Load Combination... _ Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 6.02 osi 164.32osi 0.03666 OK +1.20D+0.50Lr+1.60L+1.60H 5.16 psi 164.32osi 0,03142 OK +1.20D+1.60L+0.50S+1.60H 5.16 psi 164.32Dsi 0,03142 OK +1.20D+1.60Lr+0.50L+1.60H 5.16 psi 164,32osi 0.03142 OK +1.20D+1.60Lr+0.50W+1.60H 5.16 Dsi 164.32Dsi 0.03142 OK +1.20D+0.50L+1,60S+1.60H 5.16 osi 164.32Dsi 0.03142 OK +1.20D+1.60S+0,50W+1.60H 5.16 osi 164.32Dsi 0.03142 OK +1.20D+0.50Lr+0.50L+W+1.60H 5.16 osi 164.32Dsi 0.03142 OK +1.20D+0.50L+0.50S+W+1.60H 5.16 osi 164.32osi 0.03142 OK +1.20D+0,50L+0.20S+E+1.60H 5.16 psi 164.32osi 0.03142 OK +0.90D+W+0.90H 3.87 Dsi 164.32osi 0.02357 OK +0.90D+E+0.90H 3.87 osi 164.32Dsi 0.02357 OK i STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:17 APR 2018.9:38AM General Footing �=WnpetlaetwrodcfikslPROJEC-1�amm-118163A-111804t3-ZO163-R-1.EC6 ENERCALC,INC.1983-2017,Bulld:10.17.121A WAQ17.1210 KW-06011301 Description: F6-USE STRIP Code References _ Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface - 1.170 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 i Min.Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear Yes Dimensions Width parallel to X-X Axis = 2.0 ft Z Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis - in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in U E Reinforcing _ z' Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 2.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a X-X Section Looking to+Z #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 1.116 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:17 APR 2018,9:38AM General FootingFIe='lUaspertnetworkhieslPROJEC-1WD-8-118163-D-iN80413-218163-R-t.ECB ENERCALC,INC.19n2017,Suild:10.17 1210,Ver 10.17.1210 r.r r Licensee: Covington Description: F6-USE STRIP DESIGN SUMMARY • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.2214 Soil Bearing 0.4427 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01610 Z Flexure(+X) 0.1953 k-ft/ft 12.131 k-f/ft +1.40D+1.60H PASS 0,01610 Z Flexure(-X) 0.1953 k-f/ft 12.131 k-fUft +1.40D+1.60H PASS 0.01610 X Flexure(+Z) 0.1953 k-ft/ft 12.131 k-ft/ft +1.40D+1.60H PASS 0.01610 X Flexure(-Z) 0.1953 k-ft/ft 12.131 k-ft/ft +1.40D+1.60H PASS 0.01057 1-way Shear(+X) 0.8680 psi 82.158 psi +1.40D+1.60H PASS 0.01057 1-way Shear(-X) 0.8680 psi 82.158 psi +1.40D+1.60H PASS 0.01057 1-way Shear(+Z) 0.8680 psi 82.158 psi +1.40D+1.60H PASS 0,01057 1-way Shear(-Z) 0.8680 psi 82,158 psi +1.40D+1.60H PASS 0.02511 2-way Punching 4.126 psi 164.317 psi +1.40D+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z L�,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 0.4427 0.4427 n/a n/a 0.221 X-X.+D+L+H 2.0 n/a 0.0 0.4427 0.4427 n/a n/a 0.221 X-X,+D+Lr+H 2.0 n/a 0.0 0.4427 0.4427 n/a n/a 0,221 X-X.+D+S+H 2.0 n/a 0.0 0.4427 0.4427 n/a n/a 0.221 X-X.+D+0.750Lr+0.750L+H 2.0 n/a 0.0 0.4427 0.4427 n/a n/a 0.221 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 0.4427 0.4427 n/a n/a 0.221 X-X.+D+0.60W+H 2.0 n/a 0.0 0.4427 0.4427 n/a n/a 0.221 X-X.+D+0.70E+H 2.0 n/a 00 0.4427 0.4427 n/a n/a 0.221 X-X.+D+0.750Lr+0.750L+0,450W+H 2.0 n/a 0.0 0.4427 0.4427 n/a n/a 0.221 X-X.+D+0.750L+0.750S+0.450W+H 2.0 n/a 00 0.4427 0,4427 n/a n/a 0.221 X-X.+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 0.4427 0.4427 n/a n/a 0.221 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.2656 0.2656 n/a n/a 0.133 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.2656 0.2656 n/a n/a 0.133 Z-Z,+D+H 20 0.0 n/a n/a n/a 0.4427 0.4427 0.221 Z-Z,+D+L+H 20 0.0 n/a n/a n/a 0.4427 0.4427 0.221 Z-Z,+D+Lr+H 20 00 nla n/a n/a 0.4427 0.4427 0.221 Z-Z,+D+S+H 20 00 n/a n/a n/a 0.4427 0.4427 0.221 Z-Z,+D+0.750Lr+0.750L+H 2.0 00 n/a n/a n/a 0.4427 0.4427 0.221 Z-Z,+D+0.750L+0.750S+H 20 00 n/a n/a n/a 0.4427 0.4427 0.221 Z-Z,+D+0.60W+H 2.0 00 n/a n/a n/a 0,4427 0.4427 0.221 Z-Z.+D+0.70E+H 20 00 n/a n/a n/a 0,4427 0.4427 0.221 Z-Z,+D+0.750Lr+0.750L+0.450W+H 20 0.0 n/a n/a n/a 0.4427 0.4427 0,221 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 0.4427 0.4427 0.221 Z-Z.+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 0,4427 0.4427 0.221 Z-Z,+0.60D+0.60W+0.60H. 2.0 00 n/a n/a n/a 0.2656 0.2656 0.133 Z-Z,+0.60D+0.70E+0.60H 20 00 n/a n/a n/a 0.2656 0.2656 0.133 Overtuming Stability Rotation Axis& Load Combination... Overtuming Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnfed:17 APR 2018.9:38AM FUe=1UasWrrelwurk B10s1PROJEC-116000.8-118163-D-1k780413-218163R-1.EC6 ' General Footing ENERCALC,INC.19812017 Build:10.t7.tZ1kVeria17.1210 ' Description: F6-USE STRIP Footing Flexure _ Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.1953 +Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+1.40D+1.60H 0,1953 -Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0,1674 +Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.1674 -Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.1674 +Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.1674 -Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.1674 +Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+1.20D+1,60Lr+0.50L+1.60H 0.1674 -Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1674 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0,1674 -Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.1674 +Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X.+1.20D+0.50L+1.60S+1.60H 0.1674 -Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.1674 +Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.1674 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.1674 +Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.1674 -Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.1674 +Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 0.1674 -Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.1674 +Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0,1674 -Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+0.90D+W+0,90H 0.1256 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.90D+W+0,90H 0.1256 -Z Bottom 0.2592 Min Temo% 0,310 12.131 OK X-X,+0.90D+E+0.90H 0.1256 +Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+0.90D+E+0.90H 0.1256 -Z Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+1.40D+1.60H 0.1953 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.40D+1.60H 0.1953 +X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.1674 -X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.1674 +X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.1674 -X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.1674 +X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+1.20D+1.60Lr+0,50L+1.60H 0.1674 -X Bottom 0.2592 Min Temo% 0.310 12,131 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0,1674 +X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 0.1674 -X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1674 +X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z.+1.20D+0.50L+1.60S+1,60H 0.1674 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.1674 +X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.1674 -X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.1674 +X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.1674 -X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.1674 +X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.1674 -X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.1674 +X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.1674 -X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+1.20D+0,50L+0.20S+E+1.60H 0.1674 +X Bottom 0.2592 Min Temp% 0,310 12.131 OK Z-Z,+0.90D+W+0.90H 0.1256 -X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+0.90D+W+0.90H 0.1256 +X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+0.90D+E+0.90H 0.1256 -X Bottom 0.2592 Min Temo% 0,310 12.131 OK Z-Z,+0.90D+E+0.90H 0.1256 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK One Way Shear_ Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 0.87 osi 0.87 osi 0.87 osi 0.87 osi 0.87 osi 82.16 osi 0.01 0.00 +1.20D+0.50Lr+1.60L+1.60H 0.74 osl 0.74 osi 0.74 osi 0.74 osi 0.74 osi 82.16 osi 0.01 0.00 +1.20D+1.60L+0.50S+1.60H 0.74 osi 0.74 osi 0.74 osi 0.74 psi 0.74 osi 82.16 osi 0.01 0.00 +1.20D+1.60Lr+0.50L+1.60H 0,74 osi 0.74 osi 0.74 psi 0.74 osi 0.74 osi 82.16 osi 0.01 0.00 +1.20D+1.60Lr+0.50W+1.60H 0.74 osi 0.74 osi 0.74 osi 0.74 osi 0.74 psi 82.16 osi 0.01 0.00 +1.20D+0.50L+1.60S+1.60H 0.74 osi 0.74 osi 0.74 osi 0.74 osi 0.74 osi 82.16 osi 0.01 0.00 +1.20D+1.60S+0.50W+1.60H 0.74 osi 0.74 psi 0.74 osi 0.74 osi 0.74 osi 82.16 osi 0.01 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 0.74 osi 0.74 osi 0.74 osi 0.74 osi 0.74 osi 82.16 osi 0.01 0.00 +1.20D+0.50L+0.50S+W+1.60H 0.74 osi 0.74 psi 0.74 osi 0.74 osi 0.74 osi 82.16 osi 0.01 0.00 +1.20D+0.50L+0.20S+E+1.60H 0,74 osi 0.74 osi 0.74 osi 0.74 osi 0.74 osi 82,16 osi 0.01 0.00 +0.90D+W+0,90H 0.56 osi 0.56 osi 0.56 osi 0.56 osi 0.56 osi 82.16 osi 0.01 0.00 I I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: _ Printed:17 APR 2018,9:38AM General �QOtI n File=1U wV*i*iW k AIes1PRWEC-1%000-8-118163-D-11180413�-2t8163-".EC6 9 ENERCALC,INC.1983-2017,Bw1cL10.17.12.10,Ver10.f7.12.10 KW-06011301 Description: F6-USE STRIP One Way Shear Load Combination... Vu -X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status_ +0.90D+E+0.90H 0,56 osi 0.56 Dsi 0.56 Dsi 0.56 osi 0.56 osi 82.16 osi 0.01 0.00 TWo-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1,40D+1.60H 4.13 osi 164.321)si 0.02511 OK +1.20D+0.50Lr+1.60L+1.60H 3,54 osi 164.32osi 0.02152 OK +1.20D+1.60L+0.50S+1.60H 3.54 Dsi 164.32osi 0.02152 OK +1,20D+1.60Lr+0.50L+1.60H 3.54 osi 164.32osi 0,02152 OK +1.20D+1.60Lr+0.50W+1.60H 3.54 osi 164.32osi 0.02152 OK +1.20D+0.50L+1.60S+1.60H 3.54 psi 164.32osi 0.02152 OK +1.20D+1.60S+0.50W+1.60H 3.54 osi 164.32Dsi 0.02152 OK +1.20D+0.50Lr+0.50L+W+1.60H 3.54 osi 164.32osi 0.02152 OK +1.20D+0.50L+0.50S+W+1.60H 3.54 osi 164.32osi 0.02152 OK +1.20D+0.50L+0.20S+E+1.60H 3.54 osi 164.32osi 0.02152 OK +0.90D+W+0.90H 2.65 psi 164.32osi 0.01614 OK +0.90D+E+0.90H 2.65 osi 164.32osi 0.01614 OK STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:17 APR 2018,8:55AM General �G��IEt Sle=tuespwVeeavwkOI s1PRaEc-1%000-8-1181610-ta80413�-218163R-1,ECB ENERCALC,INC,1983.2017,Buift.10.17,1110,Ver.10.171210 KW-06011301 Licensee:Covington Description: F7 Code References _ Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 cp Values Flexure - 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.170 ft Min Steel%Bending Reinf. - Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than - ft Use Pedestal wt for stability,mom&shear Yes Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft Z Footing Thickness = 24 in X X Pedestal dimensions... px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in i W Reinforcing 3 Bars parallel to X-X Axis Number of Bars = 5 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 5 _ Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a � #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 12.40 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:17 APR 2018,8:55AM General FOOtIn Fife=WasperUtenmrkeresTROJEC-1000-8-1181p at1-D-1<1e3-ZO163-R-1.ECs g ENERCALC.INC.19a2017,BuiM10.171210,Ver.10.17.12.10 KW-06011301 Licensee:Covington Description: F7 DESIGN SUMMARY -Design • Min.Ratio Rem Applied Capacity Governing Load Combination PASS 0.6605 Soil Bearing 1.321 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z-. PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03764 Z Flexure(+X) 2.170 k-ft/ft 57.657 k-ft/ft +1.40D+1.60H PASS 0.03764 Z Flexure(-X) 2.170 k-ft/ft 57.657 k-ft/ft +1.40D+1.60H PASS 0.03764 X Flexure(+Z) 2.170 k-ft/ft 57.657 k-ft/ft +1.40D+1.60H PASS 0.03764 X Flexure(-Z) 2.170 k-ft/ft 57.657 k-ft/ft +1.40D+1.60H PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi nla PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 7.381 psi 82.158 psi +1.40D+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Strm @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 1.321 1.321 n/a n/a 0.661 X-X,+D+L+H 2.0 n/a 0.0 1,321 1,321 n/a n/a 0.661 X-X,+D+Lr+H 2.0 n/a 0.0 1.321 1.321 n/a n/a 0.661 X-X,+D+S+H 2.0 n/a 0.0 1.321 1,321 n/a n/a 0.661 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.321 1.321 n/a n/a 0.661 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.321 1.321 n/a n/a 0.661 X-X,+D+0.60W+H 2.0 n/a 0.0 1.321 1.321 n/a n/a 0.661 X-X,+D+0.70E+H 2.0 n/a 0.0 1.321 1.321 n/a n/a 0.661 X-X.+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.321 1.321 n/a n/a 0.661 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.321 1.321 n/a n/a 0.661 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.321 1.321 n/a n/a 0.661 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.7926 0.7926 n/a n/a 0.396 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.7926 0.7926 n/a n/a 0.396 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 1.321 1.321 0,661 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.321 1.321 0.661 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 1.321 1.321 0.661 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 1.321 1.321 0.661 Z-Z,+D+0.750Lr+0.750L+H 2.0 00 n/a n/a nla 1.321 1.321 0.661 Z-Z,+D+0.750L+0.750S+H 2.0 00 n/a n/a n/a 1.321 1.321 0.661 Z-Z,+D+0.60W+H 2.0 0.0 nla n/a n/a 1,321 1.321 0.661 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 1.321 1.321 0.661 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.321 1.321 0,661 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.321 1.321 0.661 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.321 1.321 0.661 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.7926 0.7926 0.396 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.7926 0.7926 0.396 Overtuming Stability Rotation Axis& Load Combination... overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: lVafe Pdnted:17 APR 2018,8:55AM General FootiFooting - FIle= spetwoticfoestPROJEC-"WO.8-1063-D-niOD413-ZBis3R-t.EC6 ENERCALC,INC.1983.2017,BuilV0.17.12.10,Ver.10.17 1210 KW-06011301 Description: F7 Footing Flexure - Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi•Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 2.170 +Z Bottom 0.5184 Min Temo% 0.6286 57.657 OK X-X.+1.40D+1.60H 2.170 -Z Bottom 0.5184 Min Temo% 0.6286 57.657 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.860 +Z Bottom 0.5184 Min TemD% 0.6286 57.657 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.860 -Z Bottom 0.5184 Min TemD% 0.6286 57.657 OK X-X,+1,20D+1.60L+0.50S+1.60H 1.860 +Z Bottom 0.5184 Min TemD% 0.6286 57.657 OK X-X.+1.20D+1.60L+0.50S+1.60H 1.860 -Z Bottom 0.5184 Min TemD% 0.6286 57.657 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 1.860 +Z Bottom 0.5184 Min Temp% 0.6286 57.657 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.860 -Z Bottom 0.5184 Min TemD% 0.6286 57.657 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.860 +Z Bottom 0.5184 Min TemD% 0.6286 57.657 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.860 -Z Bottom 0.5184 Min Temp% 0.6286 57.657 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.860 +Z Bottom 0.5184 Min Temo% 0.6286 57.657 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.860 -Z Bottom 0,5184 Min TemD% 0.6286 57.657 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.860 +Z Bottom 0.5184 Min TemD% 0.6286 57.657 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.860 -Z Bottom 0.5184 Min TemD% 0.6286 57.657 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 1.860 +Z Bottom 0.5184 Min Temp% 0.6286 57.657 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 1,860 -Z Bottom 0.5184 Min TemD% 0.6286 57.657 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.860 +Z Bottom 0.5184 Min TemD% 0.6286 57.657 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 1.860 -Z Bottom 0.5184 Min TemD% 0.6286 57.657 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.860 +Z Bottom 0.5184 Min TemD% 0.6286 57,657 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.860 -Z Bottom 0.5184 Min TemD% 0.6286 57.657 OK X-X,+0.90D+W+0.90H 1.395 +Z Bottom 0.5184 Min TemD% 0.6286 57,657 OK X-X.+0.90D+W+0.90H 1.395 -Z Bottom 0.5184 Min TemD% 0.6286 57.657 OK X-X,+0.90D+E+0.90H 1.395 +Z Bottom 0.5184 Min TemD% 0.6286 57,657 OK X-X,+0.90D+E+0.90H 1.395 -Z Bottom 0,5184 Min Temp% 0.6286 57.657 OK Z-Z,+1.40D+1.60H 2.170 -X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+1.40D+1.60H 2.170 +X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.860 -X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.860 +X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1 860 -X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1 860 +X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1 860 -X Bottom 0.5184 Min Temp% 0,6286 57.657 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.860 +X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.860 -X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.860 +X Bottom 0.5184 Min TemD% 0,6286 57.657 OK Z-Z,+1.20D+0.50L+1.60S.+1.60H 1.860 -X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.860 +X Bottom 0.5184 Min TemD% 0,6286 57.657 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 1.860 -X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.860 +X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.860 -X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.860 +X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 1.860 -X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.860 +X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.860 -X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.860 +X Bottom 0.5184 Min Temo% 0.6286 57.657 OK Z-Z,+0.90D+W+0.90H 1.395 -X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+0.90D+W+0,90H 1.395 +X Bottom 0.5184 Min TemD% 0,6286 57.657 OK Z-Z.+0.90D+E+0.90H 1.395 -X Bottom 0.5184 Min TemD% 0.6286 57.657 OK Z-Z,+0.90D+E+0.90H 1.395 +X Bottom 0.5184 Min TemD% 0.6286 57.657 OK One Way Shear --- Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z - Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0 00 Dsi 0.00 Dsi 82.16 Dsi 0.00 0.00 +1.20D+0.50Lr+1.60L+1.60H 0.00 Dsi 0.00 psi 0.00 Dsi 0.00 Dsi 0.00 Dsi 82.16 Dsi 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 0.00 Dsi 0.00 psi 0.00 Dsi 0.00 Dsi 0.00 psi 82.16 Dsi 0.00 0.00 +1.20D+1.60Lr+0.50L+1,60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 psi 0.00 Dsi 82.16 Dsi 0.00 0.00 +1.20D+1.60Lr+0.50W+1.60H 0.00 Dsi 0.00 Dsi 0.00 psi 0.00 Dsi 0.00 Dsi 82.16 Dsi 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 psi 82.16 psi 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 0,00 Dsi 0.00 Dsi 0.00 Dsi 0 00 Dsi 0.00 Dsi 82.16 Dsi 0.00 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 0.00 Dsi 0.00 psi 0.00 Dsi 0.00 Dsi 0.00 psi 82.16 Dsi 0.00 0.00 +1.20D+0.50L+0.50S+W+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 82.16 Dsi 0.00 0.00 +1,20D+0.50L+0.20S+E+1.60H 0,00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 82.16 psi 0.00 0.00 +0.90D+W+0,90H 0,00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 82.16 Dsi 0.00 0.00 i �i �� STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL Engineer: Project ID: SDA#8163 Project Descr: Pdnted:l7 APR 2016 8:55AM General Footing - Frye-WaspeMetwak8lesiPRQIEC-1%CM-118163-D-IXIO"3-ZO163-R-t-EE6 ENERCALC,ING 1983.2017-BuiId:10.17.12.10,Ver.10.17.12.10 KW-06011301 Description: F7 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0,90D+E+0.90H 0,00 osi 0.00 osi 0.00 osi 0.00 osi 0.00 osi 82.16 osi 0.00 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 7.38 osi 164.32osi 0.04492 OK +1.20D+0.50Lr+1.60L+1.60H 6.33 osi 164.32Dsi 0.0385 OK +1.20D+1.60L+0.50S+1.60H 6.33 osi 164.32Dsi 0.0385 OK +1.20D+1.60Lr+0.50L+1.60H 6.33 osi 164.32osi 0.0385 OK +1.20D+1.60Lr+0.50W+1.60H 6.33 osi 164.32Dsi 0.0385 OK +1.20D+0.50L+1.60S+1.60H 6.33 osi 164,32Dsi 0.0385 OK +1.20D+1.60S+0.50W+1.60H 6.33 osi 164.32osi 0.0385 OK +1.20D+0.50Lr+0.50L+W+1.60H 6.33 osi 164.32Dsi 0.0385 OK +1.20D+0.50L+0.50S+W+1.60H 6.33 osi 164.32osi 0.0385 OK +1.20D+0.50L+0.20S+E+1.60H 6.33 osi 164.32Dsi 0.0385 OK +0.90D+W+0.90H 4.75 osi 164.32osi 0.02888 OK +0.90D+E+0.90H 4.75 osi 164.32osi 0.02888 OK I Structural Design Associates 3006 Rucker Ave. Everett, WA 98201-3774 Phone: (425) 339-0293 Fax: (425) 252-0916 STRUCTURAL CALCULATIONS LUNCH CANOPY SDA Job # 8163 S Co of`tic he . �2 :f 34383 khl AL Etta' U 1 E� DANTRAWL INC. 62XX 180th St. NE, ARLINGTON, WA April 24, 2018 DANTRAWL INC. Aril 24, 2018 SDA Job # 8163 Design Criteria Scope of Work: LUNCH CANOPY Site Address: 62XX 180th St. NE, ARLINGTON, WA Number of Stories: 1 Engineer: JASPER Roof Loading Roofing Composition 3.0 Sheathing 15/32"Plywood 1.5 Insulation Roll/Batt 3.0 Ceiling 1/2"GWB 2.2 Framing Trusses 2.2 Miscellaneous fixtures, mechanical, electrical, etc. 3.1 TOTAL DEAD LOAD: 15_0 psf ROOF SNOW LOAD: 25.0 Psf Main Floor Loading Floor Covering Carpet/Hardwood/Tile 3.0 Sheathing 3/4"T&G 2.3 Ceiling 1/2"GWB 0.0 Joists I-Joists 2.1 Beams 1.0 Miscellaneous fixtures, mechanical, electrical, etc. 1 1.6 TOTAL DEAD LOAD: 10.0 Dsf FLOOR LIVE LOAD: 40.0 psf Not Used Floor Covering Carpet/Hardwood/Tile 0.0 Sheathing 3/4"T&G 0.0 Ceiling 1/2"GWB 0.0 Joists I-Joists 0.0 Beams 1.0 Miscellaneous fixtures, mechanical, electrical, etc. 1.6 TOTAL DEAD LOAD: 2.6 sf FLOOR LIVE LOAD: 0.0 Dsf Soil Bearing Capacity: 1500 sf --d Frost Depth: 18 in DANTRAWL INC. Aril 24, 2018 1 SDA Job# 8163 1 Type of construction: I Residential Location 62XX 180th St. NE, Applicable Building Codes: 12012 IBC,ASCE 7-10 �ARLINGTON,WA Work performed: LUNCH CANOPY WIND DESIGN: Ps=AlwPs30Kzt Exposure. Wind Exposure Category as set forth in Section 26.7.3 of ASCE 7-10 Wind Speed= 110 MPH Basic Wind Speed as used in Figure 28 6 1 of ASCE 7-10 Ps30= Simplified design wind pressure for Exposure B,at h=30 feet and for I=1.0,from Figure28.6.1 1 A= 1.41 Adjustment factor for building height and exposure from Figure28.6.1 of ASCE 7-10 KZT= 1.00 Adjustment factor for increased wind speed due to a hill or escarpment Roof slope: rise run Front/Rear tan-1 ( Flat / 12 ) =0.0 degrees Number of floors: Left/Right tan-1 ( Flat / 12 ) = 0.0 degrees 31 ft Mean Elevation Average uplift(F/R)= -18.4 psf Based on wind zones'G'and'H' p Average uplift(R/L)= -18.4 sf Based on wind zones'G'and'H' O End zone of wall End zone of roof FrontfRear Front/Rear Left/Right Left/Right Ps30 A= 19.2 psf 19.2 psf B= -10.0 psf -10.0 psf PS = 27.1 psf 27.1 psf -14,1 psf -14.1 psf Interior zone of wall Interior zone of roof e\ O Front/Rear Left/Right FrontlRear Left/Right � Ps30 C= 12.7 psf 12.7 psf D= -5.9 psf -5.9 psf PS = 17.9 psf 17.9 psf -8.3 psf -8.3 psf Transverse WIND LOAD CALCULATIONS FRONT REAR EV MAIN FLOOR= WIND ZONE A AVE. HEIGHT 20 AVE.WIDTH 13 Ps 27.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 7047 0 0 0 0 0 0 0 0 0 0 0 TOTAL 17,047lbs NOT USED WIND ZONE A AVE. HEIGHT 20 AVE.WIDTH 16.5 0 Ps 27.10 0.00 0.00 0.00 0.00 0.00 0.00 &00 0.00 0.00 0.00 0.00 SUBTOTAL 8944 0 0 0 0 0 0 0 0 0 0 0 TOTAL :8,944lbs NOT USED WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL i0lbs DANTRAWL INC. I April 24, 2018 SDA Job# 8163 2 WIND LOAD CALCULATIONS LEFT RIGHT FV MAIN FLOOR= WIND ZONE A AVE. HEIGHT 4 AVE.WIDTH 13 Ps 27.10 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 1409 0 0 0 1 0 1 0 0 0 0 0 0 0 TOTAL :1,4091bs NOT USED WIND ZONE A A AVE. HEIGHT 4 20 AVE.WIDTH 19.5 2 Ps 27.10 27.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 2114 1084 0 0 0 0 0 0 0 0 0 0 TOTAL :3,1981bs NOT USED WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 10 Ibs p XAAXE: MAIN FLOOR CALCULATIONS: Plate Height: 13.00 ft Tributary Area: 1.0 Total length of Shearwall in Shortest Line: 7.50 ft Total Area: 2.0 Length of Shortest Segment within Shear Line: 3.75 ft Length of Longest Segment in Shear Line: 3.75 ft p= 1.00 ASCE 7-05 12.3 4.2 a NOT USED: Plate Height: 13.00 ft Tributary Area: 1.0 Total length of Shearwall in Shortest Line: 4.00 ft Total Area: 2.0 Length of Shortest Shearwall within Shear Line: 4.00 ft Length of Longest Wall in Shear Line: 4.00 ft p= NA NOT USED: Plate Height: Tributary Area: Total length of Shearwall in Shortest Line: Total Area Length of Shortest Shearwall within Shear Line: Length of Longest Wall in Shear Line: p= NA DANTRAWL INC. April 24, 2018 SDA Job# 8163 1 3 All loads in pounds per square foot SEISMIC DESIGN: WALL DEAD LOAD= 10 osf ROOF DEAD LOAD= 15.0 psf E=Eh+Ev FLAT ROOF SNOW LOAD= 25 sf UPPER FLOOR D.L.= 10.0 psf E=pQE+.2SDSD QE=V=CsW RED.S.L.(20%-S.L.)= 0 LOWER FLOOR D.L.= 2.6 psf FLOOR LIVE LOAD= 40.0 Psf p= 1.00 Site Class= D When the Site Class is not specified by Geotech, D will be assumed IE= 1 Importance factor as defined in Table 1.5.2 R= 3.5 hn= 40 Total hei ht of structure V=0.7SDSIEW/R SIDS=2/3 SMS Ss= 105.6% SMS= 105.6% V= 0.141 W Vmax= SD11EW/TaR SMS=(Fa)(Ss) Fa= 1.00 SIDS = 70.4% E= 0.141 W Ta= 0.02hn0.75 SD1 =2/3 SM1 S1 = 41.0% SM1 = 65.2% Ta= 0.32 s SM1 =(Fv)(S1) Fv= 1.59 SD1 = 43.5% Cs= 0.141 MAIN FLOOR DIAPHRAGM LOADING: NOT APPLICABLE W(ROOF)= LENGTH WIDTH LOAD TOTAL W(ROOF)= LENGTH WIDTH LOAD TOTAL 20 13 15.0 3900 12 20 15.0 3600 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 Area= 260 Sub-Total= 3900 Area= 240 Sub-Total= 3600 W(FLOOR)= LENGTH WIDTH LOAD TOTAL W(FLOOR)= LENGTH WIDTH LOAD TOTAL 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 Area= 0 Sub-Total= 0 Area= 0 Sub-Total= 0 W(WALL)= LENGTH LOAD TOTAL W(WALL)= LENGTH TRIB. HT, LOAD TOTAL 28 13 10.0 3640 28 19.5 10.0 5460 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 1= Area= 364 Sub-Total= 3640 Area= 546 Sub-Total= 5460 TOTAL= 7540 lb TOTAL= lb NOT APPLICABLE W(ROOF)= LENGTH WIDTH LOAD TOTAL V(MAIN FLOOR)= 141 x 7540 lb= 1062 Ibs 15.0 0 VO= 141x lb= Ibs 15.0 0 VO= 141 x lb= Ibs 15.0 0 15.0 0 REDISTRIBUTE: 15.0 0 Area= 0 Sub-Total= 0 TVXP height EV x heiaht W(FLOOR)= LENGTH WIDTH LOAD TOTAL 1062 lb 40 42465 2.6 0 Ib 13.1 0 2.6 0 lb 0 2.6 0 TOTAL= 1062 lb TOTAL= 42465 2.6 0 2.6 1 0 E(MAIN) EV x height x EV TOTAL = 1062 Ibs Area= 0 Sub-Total= 0 FV x height TOTAL W(WALL)= LENGTH-rRIB. HT LOAD TOTAL 10.0 0 E()= NOT USED - 0 Ibs 10.0 0 10.0 0 10.0 0 E()= NOT USED = 0 Ibs 10.0 0 Area= 0 Sub-Total= 0 TOTAL= lb DANTRAWL INC. April 24, 2018 8163 4 SUMMARY: WIND(front-rear) WIND(left-right) SEISMIC FV(MAIN)= 4228 Ibs 846 Ibs 1062 Ibs NOT APLICABLE 0 Ibs 0 Ibs 0 Ibs NOT APPLICABLE 0 Ibs 0 Ibs 0 Ibs TOTAL= 4228 Ibs 846 Ibs 1062 Ibs DIAPHRAGM SHEAR: 240 PLF Total diaphragm length= 20 0 ft Sub-diaphragm length= 20.0 ft Diaphragm width= 16.0 ft I FV(MAIN)= 4,228 It V= EV(roof) = 4228 lb = 132 PLF 0.0 ft (2)(width) 32 ft B•0 ft table 4.3A of the AF&PA SDPWS-2015 240 PLF USE 15/32 CDX ROOF SHEATHING OR 3/4 T&G CDX SUBFLOORING CHORD: Sub-diaphragm length= 20.0 ft Total-diaphragm length= 20.0 ft Sub-diaphragm width= 4.0 ft T__ M = EV x(diaphragm length) _ 4228 x 20 ft = 2643 Ibs B 8 x(diaphragm width) 8 x 4 ft Top Plate Size 2x6 Species/Grade: HF#2 Area= 8.25 inA2 Ft = 525 psi Load duration(CD)= 1.60 Tallowable = Area x CD x Ft = 6,930 Ibs Since T allowable is greater than T applied, OK. SHEAR CAPACITY OF 10d COMMON NAIL = 102 Ibs 102 x Cd x p= 163 Ibs 2015 NDS #OF NAILS PER 4 FT SPLICE= 2643 Ibs = 16 163 Ibs USE 2x6 HF#2 TOP PLATE W/ (2) 10d NAILS @ 6 in O/C. L- o4/t3/2018 504Ar F163 17� L sett- 9SOe W VINAVW t - ---- - - - �,Jt - 1 a5'7-s N N N Q G / N N N M fir- WL N CJ�, C- H N i V C= N 91. N = "G,Aj 00 VS IOs7, ,, , VOc- SZjir- 22, - - 286 ,&s 46Z. 1;4, urJ1 s 3y ORO- f v -�_ (LEsr�vlL T- 3 G Usk. tDTT2 P- 4S .sSOt 6M - P,l-_ sa_.,S-O—s >s at" -t& ✓o tr_a--ti R2 a> S7 x igyL - 1a5s-A ✓olc.�� ORA& Ai A 2S 4Z-O P* /677 Ol-f - 7• 144. 1,Ct Zh AV e>>L i Structural Design Associates 3006 Rucker Ave. Everett, WA 98201-3774 Phone: (425) 339-0293 Fax: (425) 252-0916 STRUCTURAL CALCULATIONS OFFICE GRAVITY & LATERAL & FOUNDATION SDA Job # 8163 COVtIyC MAY 0 1 2� DANTRAWL INC. 62XX 180th St. NE, ARLINGTON, WA April 24, 2018 DANTRAWL INC. Aril 24, 2018 SDA Job # 8163 Design Criteria Scope of Work: OFFICE GRAVITY&LATERAL& FOUNDATION Site Address: 62XX 180th St. NE, ARLINGTON, WA Number of Stories: 1 Engineer: JASPER Upper Floor Loading Roofing Composition 3.0 Sheathing 15/32" Plywood 1.5 Insulation Roll/Batt 3.0 Ceiling 5/8"GWB 2.8 Framing 16" LVL 8.4 Miscellaneous fixtures, mechanical, electrical, etc. 3.0 TOTAL DEAD LOAD: 21.7 osf FLOOR LIVE LOAD: 125.0 sf Main Floor Loading Floor Covering Carpet/Hardwood/Tile 3.0 Sheathing 3/4"T&G 2.3 Ceiling 1/2"GWB 0.0 Joists I-Joists 2.1 Beams 1.0 Miscellaneous fixtures, mechanical, electrical, etc. 1.6 TOTAL DEAD LOAD: 10.0 sf FLOOR LIVE LOAD: 100.0 psf Not Used Floor Covering Carpet/Hardwood/Tile 0.0 Sheathing 3/4"T&G 0.0 Ceiling 1/2" GWB 0.0 Joists I-Joists 0.0 Beams 0.0 Miscellaneous fixtures, mechanical, electrical, etc. 0.0 TOTAL DEAD LOAD: 0.0 sf FLOOR LIVE LOAD: 0.0 sf Soil Bearing Capacity: 1500 psf Frost Depth: 18 in i DANTRAWL INC. Aril 24, 2018 1 SDA Job# 8163 1 Type of construction: Residential Location: 62XX 180th St. NE, Applicable Building Codes: 2012 IBC,ASCE 7-10 1ARLINGTON,WA Work performed OFFICE GRAVITY& LATERAL & FOUNDATION WIND DESIGN: Ps =AlwPs30Kzt Exposure: Wind Exposure Category as set forth in Section 26.7.3 of ASCE 7-10 Wind Speed= 110 MPH Basic Wind Speed as used in Figure 28.6.1 of ASCE 7-10 Ps30= Simplified design wind pressure for Exposure B,at h=30 feet and for I=1 0,from Figure28.6.1 1 A= 1 00 Adjustment factor for building height and exposure from Figure28.6.1 of ASCE 7-10 KZT= 1.00 Adjustment factor for increased wind speed due to a hill or escarpment Roof slope: rise run ( FronVRear tan-1 ( Flat ( 12 ) = 0.0 degrees Number of floors: Left/Right tan-1 ( Flat / 12 ) = 0.0 degrees 15 ft Mean Elevation Average uplift(FIR)= -13.1 psf Based on wind zones'G'and'H' © \ Average uplift(RIL)= -13.1 psf Based on wind zones'G'and'H' O �r� End zone of wall End zone of roof FronURear Y' Front(Rear Left/Right Left/Right Ps30 A= 19.2 psf 19.2 psf B= -10.0 psf -10.0 psf PS= 19.2 psf 19.2 psf -10.0 psf -10.0 psf Interior zone of wall Interior zone of roof ° Front/Rear Left/Right Front/Rear Left/Right O Ps30 C= 12.7 psf 12.7 psf D= -5.9 psf -5.9 psf PS= 12.7 psf 12.7 psf -5.9 psf -5.9 psf Transverse �•• WIND LOAD CALCULATIONS FRONT REAR FV MAIN FLOOR= WIND ZONE B AVE. HEIGHT 70 AVE WIDTH 13 Ps 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL ;14,560 Ibs !Minimum net pressure controls. The calculated pressure is less than the minimum net pressure, equal to 16psf applied over the entire area. (ASCE 7-05 6.4.2.1.1) NOT USED WIND ZONE AVE. HEIGHT AVE.WIDTH 0 Ps 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 10 lbs NOT USED WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 1 0 0 0 0 0 TOTAL :0lbs i ------------------------- DANTRAWL INC. I Aril 24.. 2018 SDA Job# 8163 2 WIND LOAD CALCULATIONS LEFT RIGHT FV MAIN FLOOR= WIND ZONE B AVE HEIGHT 65 AVE.WIDTH 13 P's 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL :13,520 Ibs ;Minimum net pressure controls. The calculated pressure is less than the minimum net pressure, equal to 16psf applied over the entire area. (ASCE 7-05 6.4.2.1.1) NOT USED WIND ZONE AVE HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 1 0 0 0 0 0 0 0 0 0 TOTAL :0Ibs ----------------- NOT USED WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL :0 Ibs p XAAXE: MAIN FLOOR CALCULATIONS: Plate Height: 13.00 ft Tributary Area: 1.0 Total length of Shearwall in Shortest Line: 14.80 ft Total Areal2.0 Length of Shortest Segment within Shear Line: 6.83 ft Length of Longest Segment in Shear Line: 8.00 ft p= 1.00 ASCE 7-05 12.3.4.2 b NOT USED: Plate Height: Tributary Area: 1.0 Total length of Shearwall in Shortest Line: Total Area: 2.0 Length of Shortest Shearwall within Shear Line: Length of Longest Wall in Shear Line: p= NA NOT USED: Plate Height: Tributary Area: 1.0 Total length of Shearwall in Shortest Line: Total Area: 2.0 Length of Shortest Shearwall within Shear Line: Length of Longest Wall in Shear Line: p= NA DANTRAWL INC. April 24. 2018 SDA Job# 8163 1 3 All loads in pounds per square foot SEISMIC DESIGN: WALL DEAD LOAD= 10 sf ROOF DEAD LOAD= 21.7 psf E=Eh+Ev FLAT ROOF SNOW LOAD= 125 sf UPPER FLOOR D.L.= 10.0 psf E=PQE+.2SDSD QE=V=CsW RED.S.L.(20%*S.L.)= 25 sf LOWER FLOOR D.L.= .0 osf FLOOR LIVE LOAD= ####### p= 1.00 Site Class= D When the Site Class is not specified by Geotech, D will be assumed IE= 1 Importance factor as defined in Table 1.5.2 R= 6.5 hn= 13 Total hei ht of structure V=0.7SDSIEW/R SDS=2/3 SMS Ss= 105.6% SMS= 105.6% V= 0.076 W Vmax= SD11EW/TaR SMS=(Fa)(Ss) Fa= 1.00 SIDS = 70.4% E= 0.076 W Ta= 0.02hn0.75 SDI =2/3 SM1 S1 = 41.0% SM1 = 65.2% Ta= 0.14 s SM1 =(Fv)(S1) Fv= 1.59 SDI = 43.5% Cs= 0.076 MAIN FLOOR DIAPHRAGM LOADING: NOT APPLICABLE W(ROOF)= LENGTH WIDTH LOAD TOTAL W(ROOF)= LENGTH WIDTH LOAD TOTAL 70 65.5 46.7 213936 46.7 0 46.7 0 46.7 0 46.7 0 46.7 0 46.7 0 46.7 0 46.7 1 0 46.7 1 0 Area= 4585 Sub-Total= 213936 Area= 0 Sub-Total= 0 W(FLOOR)= LENGTH WIDTH LOAD TOTAL W(FLOOR)= LENGTH WIDTH LOAD TOTAL 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 1 0 10.0 1 0 Area= 0 Sub-Total= 0 Area= 0 Sub-Total= 0 W(WALL)= LENGTH LOAD TOTAL W(WALL)= LENGTH TRIB.HT. LOAD TOTAL 387 6.5 10.0 25155 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 1 0 Area= 2516 Sub-Total= 25155 Area= 0 Sub-Total= 0 TOTAL= 239091 lb TOTAL= lb NOT APPLICABLE W(ROOF)= LENGTH WIDTH LOAD TOTAL V(MAIN FLOOR)= 076 x 239091 lb= 18127 Ibs 467 0 VO= 076x lb= Ibs 46.7 0 V()= 076 x lb= Ibs 46.7 0 46.7 0 REDISTRIBUTE: 46.7 0 Area= 0 Sub-Total= 0 ZV x 0 height ZV x height W(FLOOR)= LENGTH WIDTH LOAD TOTAL 18127 lb 13 235648 37.2 22 0.0 0 lb 0 0-0 0 lb 0 0.0 0 TOTAL= 18127 lb TOTAL= 235648 0.0 0 0.0 1 0 1 E(MAIN) ZV x height x ZV TOTAL_ = 18127 Ibs Area= 818 Sub-Total= 0 ZV x height TOTAL W(WALL)= LENGTH TRIB.HT LOAD TOTAL 10.0 0 E()= NOT USED = 0 Ibs 10.0 0 10.0 0 10.0 0 E()= NOT USED = 0 Ibs 10.0 0 Area= 0 Sub-Total= 0 TOTAL= lb DANTRAWL INC. Aril 24, 2018 8163 4 SUMMARY: WIND(front-rear) WIND(left-right) SEISMIC FV(MAIN)= 8736 Ibs 8112 Ibs 18127 Ibs NOT APLICABLE 0 Ibs 0 Ibs 0 Ibs NOT APPLICABLE 0 Ibs 0 Ibs 0 Ibs TOTAL= 8736 Ibs 8112 Ibs 18127 Ibs DIAPHRAGM SHEAR: 240 PLF Total diaphragm length= 70.0 ft I Sub-diaphragm length= 70.0 ft Diaphragm width= 65.0 ft NOT APPLICABLE 14,284 Ibs _ EV(roo� = 14284 lb = 110 PLF 0.0 ft (2)(width) 130 ft 32.5 ft table 4.3A of the AF&PA SDPWS-2015 240 PLF USE 15/32 CDX ROOF SHEATHING OR 3/4 T&G CDX SUBFLOORING CHORD: Sub-diaphragm length=1 70.0 ft Total-diaphragm length= 70.0 ft Sub-diaphragm width=1 65.0 ft T= M = EV x(diaphragm length) _ 14284 x 70 ft = 1923 Ibs B 8 x(diaphragm width) 8 x 65 ft Top Plate Size 2x4 Species/Grade: HF#2 Area= 5.25 in 2 Ft = 525 psi Load duration(CD) 1 1.60 Tallowable = Area x CD x Ft = 4,410 Ibs Since T allowable is greater than T applied, OK. SHEAR CAPACITY OF 10d COMMON NAIL = 102 Ibs 102 x Cd x p= 163 Ibs 2015 NDS #OF NAILS PER 4 FT SPLICE= 1923 Ibs = 12 163 Ibs USE 2x4 HF#2 TOP PLATE W/ (2) 10d NAILS @ 8 in O/C. DANTRAWL INC. April 24, 2018 SDA Job# 8163 5 Lateral Calculation Key V 1P2 V=Shear,plf H=Height of shearwall L=Length of shearwall P1 =Weight of shearwall and connected framing ipi P2=Weight of adjacent wall TI }C T=V x H -0.5P1 -P2 =Tension reaction to be resisted by holdown } I C=V x H+0.5P1 =Compression reaction ASD Basic Load Combinations For calculation of tension and compression forces in compliance with ASCE 7-10 2.4.1 Tension Equations (Uplift) 7.0.613+0.6 W 8. (0.6-0.14SDS)D+E 0.50 D+E *8. (0.6-0.14SDS)D+2.5 E 0.50 D+2.5 E Compression Equations 5. D+0.6 W 5.(1 +0.14SDS)D+E 1.10 D +E 6. D+0.75(0.6W)+0.75L+0.75S 6. (1.0+0.105SDS)D+0.75E +0.75L+0.75S 1.07 D+0.75 E+0.75 L+0.75 S *5.(1 +0.14SDS)D+2.5E 1.10 D+2.5 E *6.(1.0+0.105SDS)D+1.875E +0.75L+0.75S 1.07 D+1.875 E+0.75 L+0.75 S *Equations include overstrength factor Note:The 0.7 factor for Earthquake loading has already been incorporated into the calculation of the lateral design force Eh,but not Ev. Therefore this factor has been omitted from equations 5,6 and 8 where appropriate. i DANTRAWL INC. 11 A ril 24, 2018 SDA Job# 8163 J 6 UPPER FRONT SHEARWALL WIND Floor Into SEISMIC ffl�� Floor) Tributary Area(Main Floor) Upper Floor Level,e.g.Upper,Main,LowerLt-Rt Load Direction,e.g.Left-Right,Front-Rear h 1.0 tributary area 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Not Used CDX Sheathing type Not Used Values from table 4.3A of the AF&PA SDPWS-20015 Fi:�tributary width tributary area Roof Resisting Dead Load total width total area (e.g.Roof,Upper Floor,Main Floor) Not Used Not Used 33.00 ft Total Length of Shearwalls tributary width tributary area total width total area V(from upper)= 8112 Ib 181271b V(from main)= 0 lb Height of Shearwall= 13.0 ft Weight of Shearwall=fm0 Ib Length c S Ratio O 11= 100 fl Tributary width for deadload=V((fro lower)= 0 Ib 0 IbAspect Ratio OK Length of adjoining wall= E P-8)= 8,112 lb E(Eµx)= 18,127 lb Use alternate R factor for seismic? NO V= 123 PLF V= 275 PLF AF&PA SDPWS-2015 0.93 x 360=335 PLF USE 2 ,,,]Seismic controls shearwall design CTOTAL= (floor above)+(this floor)= + TTOTAL= 2499 Ibs = 2499 Ibs Seismic controls (floor above)+(this floor)= + 1891 Ibs 1891 Ibs Load case 8 controls-Seismic ---------------------- -- - --------------------------------------------_Seismic controls holdown design Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOLDOWN CS 14 value for E in equations ST6,and 8�--_ E= 3570 Ibs OR AT FOUNDATION/INTERIOR WALLS USE: IL LSTHD8/RJ UPPER REAR SHEARWALL Floor Info WIND SEISMIC Upper Floor Level,e.g.Upper,Main,Lower Tributary Width(Main Floor) Tributary Area(Main Floor) Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 1.o tributary width FI 1.o tributary area 2.0 total width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Not Used CDX Sheathing type Not Used Values from table 4.3A of the AF&PA SDPWS-2015 tributary widthtributary area ROOF Resisting Dead Load total width total area (e.g.Roof,Upper Floor,Main Floor) E:j Not Used Not Used Ptributary width 25.00 ft Total Length of Shearwalls tributary area lotal width total area V(from upper)= 8112 lb 18127 Ib V(from main)= 0 lb Height of Shearwall= 13.0 ft Weight of Shearwall= 10.0 Ibs 0 lb Length of Shearwall= 4 0 fl Tributary V(from lower)= 0 lb 0 Ib Tributa width for dead load= 2 0 ft Aspect Ratio OK Length of adjoining wall= 2.0 ft E(92-8)= 8,112 lb E(Eµx)= 18,127 lb Use alternate R factor for seismic? No V= 205 PLF V= 369 PLF 3x framing required per IBC AF&PA SDPWS-2015 (2w/h) x 0.93 x 870=498 PLF USE Seismic controls shean�va 5 c design 'INCLUDES LUNCH CANOPY CTOTAL= (floor above)+(this floor)= + 3540 Ibs TTOTAL= (floor above)+(this floor)= + = 3540 Ibs seismic controls 3192 Ibs = 319292 Ibs Load case Bcontrols-Seismic `--------- -------------------------------------- _ -________________ __Seismic controls holdown design Where overstrength factor Is applicable,use this USE SIMPSON DESIGNED HOLDOWN:--_ MST48 value for E m equations 5.6`and 8 - _ E= 5057 Ibs ' OR AT FOUNDATION/INTERIOR WALLS USE: STHD10/RJ UPPER LEFT --_-�--SHEARWALL- Floor Into WIND SEISMIC U er Floor Level,e. Upper,Main,Lower ME:: Floor) Tributary Area(Main Floor) 9 PP hFt-Rr Load Direction,e.g.Left-Right,Front-Rear 1 0 tributary area (For Left Wall.Use Front-Rear Load Direction) 1 2.0 total area CDX Sheathing type Not Used Not Used Values from table 4.3A of the AF&PA SDPWS-2015 tributary width tributary area ROOF Resisting Dead Load F_::::1tota width total area (e.g.Root,Upper Floor, Not Used El tarn Floor) Not Used 37.00 ft Total Length of Shearwalls tributary width Eltributaryarea total width total area V(from upper)= 8736 Ib 18127 Ib Height of Shearwall= 13 0 ft V(from main)= 0 lb 0 Ib Weight of Shearwall= 10.0 Ibs V(from lower)= 0 lb Length of Shearwall= 7.1 fl Tributary width for dead load 0 lb Aspect Ratio OK E PW8)= 8.735 ib E(Eµx)= 18,127 lb Length of adjoining wall Use alternate R factor for seismic? No V= 145 PLF V= 277 PLF AF&PA SDPWS-2015 0.93 x 360=335 PLF USE 2 c-__INCLUDES LUNCH CANOPY! Seismic controls shearti:,au design CTOTAL= (floor above)+(this floor)= + 2518 Ibs _ TTOTAL=- (floor above)+(this floor)= + = 2518 Ibs Seismic controls 1585 Ibs - 1585 Ibs Load case econtrols-Seismic ,-----------------—______ __,Seismic controls holdown design Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOLDOWN: CS14 value for E in eq_uauons 5.5,and 8: E= 3597 Ibs ' --- ----___--____-_----_�_�__ OR AT FOUNDATION/INTERIOR WALLS USE: LSTHD8/RJ i 1 - DANTRAWL INC. AlDril 24, 2018 SDA Job# 8163 7 UPPER RIGHT SHEARWALL Floor Info WIND Tributary SEISMIC Upper Floor Level.e.g.Upper. Main,Lower ry Width(Main Floor) Tributary Area(Main Floor) Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 1.0 tributary width 1 0 tributary area (For Left Wall,Use Front-Rear Load Direction) 2 0 total Width 2.0 total area CDX Sheathing type N-:::]ot Used Not Used Values from table 4.3A of the AF&PA SDPWS-2015 tributary width tributary area ROOF Resisting Dead Load total width total area (e.g.Roof,Upper Floor,Main Floor) Not Used ENot Used 14.83 ft Total Length of Shearwalls tributary width tributary area V(from upper)= 8736 lb Htotal width total area 181271b V(from main)= 0 lb 0 lb Height of Shearwall= 13.0 ft Weight of Shearwall= 10.0 Ibs V(from lower)= 0(b Length of Shearwall= 6.8 fl Tributary width for dead load= 0 lb Aspect Ratio OK 9 5 ft£(S2wS)= 8,736 Ib £(£µX)= 18,127 Ib Length of adjoining wall= 2.0 ft = Use alternate R factor for seismic? No V= 611 PLF 3x framing required per IBC AF&PA SDPWS-2015 0.93 x 665=618 PLF USE Seismic controls shear ll d S qn 4 INCLUDES LUNCH CANOPY! CTOTAL= (floor above)+(this Floor)_ TTOTAL= (floor above + + 5561 Ibs = 5561 Ibs Seismic controls (this flcor)_ + 4650 Ibs = 4650 Ibs Load case 8 controls-Seismic _____________________Seismic controls holdown design Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOLDOWN:7=S ST66 _--_--value for E m equations 5.6,and 8 7945 Ibs OR AT FOUNDATION/INTERIOR WALLS USE: D 44/RJ Floor Info Main Floor Level,e. Upper, Main,Lower Tributary Width(Main Floor) Tributary Area(Main Floor) Lt-Rt 9- PP 1.0 tributary width Load Direction,e.g.Left-Right,Front-Rear 1.0 tributary area on) (Far Left Wall,Use Front-Rear Load Direction) 2.0 total Width 2.0 total area CDX Sheathing type Not Used Not Used Values from table 4.3A of the AF&PA SDPWS-2015 tributary width tributary area U/FL Resisting Dead Load Htola I width total area Not Used 11.25 ft Total Length of Shearwalls tributary width tributary area V(from upper)= 8112 lb Etotal width total area 181271b V(from main)= 0 lb 0 lb Height of Shearwall=F 5 0 ft Weight of Shearwall= 10.0 Ibs V(from lower)= 0 lb Length of Aspect RatioOShearwall= 5.5 ft Tributary width for dead load= 7,3 ft 0 lb Aspect Ratio OK E AvS)= 8,112 lb E(FAX)= 18,127 lb Use alternate R factor for seismic? No Length of adjoining wall= 2.5 ft V= #DIV/01 V= #DIV/01 #DIV/0! AF&PA SDPWS-2015 #DIVro! 0.93 x #DIV/0! #DIV/01 #DIV/0! USE ##### #D1V/0! CTOTAL= (floor above)+(this floor)= 1594 + #DIV/0! TTOTAL= (floor above)+(this floor)= 1305 + - #DIV/01 #DIV/o! #DIV/0! _ #DIV/0! #DIV/0! - - - —---------------------------- ! Where overstrength factor is applicable,use this ' vaWe for E in eguahons 5_6,and 8 #DIV/o' #DIV/01 E_ #DIV/0! ................... ----NOT USED ###### #DIV!01 SHEARWALL WIND Floor Info SEISMIC Main Floor Level,e. Upper, Main, Lower MEFloor) Tributary Area(Main Floor) g pp ELt-Rt Load Direction,e.g. Left-Right,Front-Rear 1.o tributary area (For Left Watl,Use Front-Rear Load Direction) 2.0 total area CDX Sheathing type Not Used Not Used Values from table 4.3A of the AF&PA SDPWS-2015 21 8 tributary width 21.8 tributary area Roof Resisting Dead Load 99.0 total width 99 0 total area (e.g.Roof,Upper Floor,Main Floor) Not Used Not Used 26.50 ft Total Length of Shearwalls tributary width tributary area V(from upper)= 8112 Ib Htotal width total area V(from main)= 0 lb 18127 Ib Height of Shearwall= 5 0 ft 0 lb Weight of Shearwall=fm V(from lower)= 0 lb Length of Shearwall= 9.3 ft Tributary widthfor dead load= 0 Ib Aspect Ratio OK E(S2wS)= 8.112 Ib £(£uX) 18.127Ib Length of adjoining wall= V= 153 PLF Use alternate R factor for seismic? No V= 342 PLF AF&PA SDPWS-2015 0.93 x 510=474 PLF USE 3 CTOTAL= Seismic controls shearv�all design(floor above)+(this floor)= 951 + TTOTAL= (floor above + 113 l Ibs = 2148 Ibs Seismic controls (this floor)= 1162 + 593 Ibs ----__ _-__-W-_—_-__-_______________________ = 17551bS Load case8controls-Seismic ------_--------__----------SeiSn71C controls holdown design Where overstrength factor is applicable,use this t ---------- for E in equations 5_6,and 8A _ 1 USE SIMPSON DESIGNED HOEDOWN: E= 1710 Ibs : OR AT FOUNDATION/INTERIOR WALLS USE: LSTHDB/RJ StAA W 71G,3 /Oct /av? Sy" 37AVC e- 6 --i-110, —L—SY Qa H SS Sw S'K !3' 76 11.7 8x 117 2.1 2.6 4 ), 6 01=*2 13' 3-3s 2x 10 `f scup W (om,/ Asa ®--Uj s TrP DJTCAXOV— `r 6e) coo � � t.Ps 1 r" ccw ��,,.► ss fJKE.O N1usr � �oofir.�_ 66 K 46 = 30. zs� P,•.� = z.o R 30. Zs ,s s *-a6xLr0 I(o%T fir L SFr RAJO w/ Q 1 6 K 3 8 e I , AM4 = 24,J12,v = IZ d, A- = ids ya" t-// W III JK 38 " 2 1 = `t0, 2 , /a , _ 41)- s� Nam— qua� ptr w/ w ! f 3 �' t 2 POSE 7V P kta, c,,/ w�bx tiv P= 28 kl�� , Axy,& = 2sf z = [olb`t /Z017 gy ,, --YRs&L ®l-=3.33K ti 2.0.s I �c 3 g S7L M �V � O O O R z e Lt =ot 23 .41` w� o am Fes= 2A b z b R= 27.7s sTL 6f'1 (;C.tF7-/0JZ,Nt) L__IV R - [b ,s wPr Li 16 x `t0 Sri &m FLOOT= 10.g2 ' = 1 7,2 iuer FLO04- Jars (Z= l, S�ilt�'s HIAOM 11'/4 2,OE-P-sL �eao�L l®.g2 lR _ 17, 1 3 Ices I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. D Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY Pdnted:27 DEC 2017,8:55AM Steel Beam File=lUasperltmtwo*Ates1PROJECTS18000-8-116163D-1►17,004-118163-0-1.EC6 ENERCALC.INC.1983.2017,Buik1:10.1712,10,Vec10.17.12.10 KW-06011301 Description: (A)W1438 STL BM-(LEFT/RIGHT) CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-10 - Material Properties _ Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(3.33),L(20.8) D(0.37)L(2.3125) D(0.37) L(2 I3125) 3 . W14x38 4x38 Span= 18.0 ft Span=1.I ft 11 1 Applied Loads Service loads entered.Load Factors will be applied for calculatior Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.020, L=0.1250 ksf, Tributary Width=18.50 ft,(FLOOR) Load for Span Number 2 Uniform Load: D=0.020, L=0.1250 ksf, Tributary Width=18.50 ft,(FLOOR) Point Load: D=3.330, L=20.80 k @ 1.0 ft,(PL) DESIGN SUMMARY '' • Maximum Bending Stress Ratio = 0.627: 1 Maximum Shear Stress Ratio= 0.307 : 1 Section used for this span W14x38 Section used for this span W14x38 Ma:Applied 96.278 k-ft Va:Applied 26.813 k Mn/Omega:Allowable 153.443 k-ft Vn/Omega:Allowable 87.420 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 8.496ft Location of maximum on span 18.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection -0.065 in Ratio= 366>=360 Max Upward Transient Deflection -0.065 in Ratio= 366>=360 Max Downward Total Deflection 0.491 in Ratio= 440>=180 Max Upward Total Deflection -0.076 in Ratio= 316>=180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Pam Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 18.00 ft 1 0.087 0.042 13.28 -3.52 13.28 256.25 153.44 1.00 1.00 370 13113 87.42 Dsgn.L= 1.00 ft 2 0.023 0.042 -3.52 3.52 256.25 153.44 1.00 1.00 3.70 131.13 87.42 +D+L+H Dsgn.L= 18.00 It 1 0,627 0.307 96.28 -25.47 96.28 256.25 153.44 100 100 26.81 131.13 87.42 Dsgn.L= 1.00 ft 2 0.166 0.307 -25.47 25.47 256.25 153.44 100 1.00 26.81 13113 87.42 +D+Lr+H Dsgn.L= 18.00 ft 1 0.087 0.042 13.28 -3.52 13.28 256.25 153.44 1.00 1.00 3.70 131.13 87.42 Dsgn.L= 1.00 ft 2 0.023 0.042 -3.52 3.52 256.25 153.44 1.00 1.00 3.70 131.13 87.42 +D+S+H Dsgn.L= 18.00 ft 1 0.087 0.042 13.28 -3.52 13.28 256.25 153.44 100 100 3.70 13113 87.42 Dsgn.L= 1.00 ft 2 0.023 0.042 -3.52 352 256.25 153.44 100 100 370 131.13 87.42 +D+0.750Lr+0.750L+H Dsgn.L= 18.00 ft 1 0.492 0.241 75.53 -19.98 75.53 256.25 153.44 1.00 1.00 21.03 131.13 87A2 Dsgn.L= 1.00 ft 2 0.130 0.241 -19.98 19.98 256.25 153.44 1.00 1.00 21.03 131.13 87.42 +D+0.750L+0.750S+H STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY Printed:27 DEC 2017,8:55AM Steed Beam File=WasperNetxrork files'PROJECTS%B000-8-118163-D-11171004-1�81630-1,EC6 ENERCALC,INC 1983-2017,8w1d:10.17.12 0 Vert0.17.1210 KW-06011301 Description: (B)W14x38 STL BM-(LEFT/RIGHT) CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.37)L(2.3125) a - - - W 14x38 Span=18.0 ft r Applied Loads Service loads entered.Load Factors will be applied for calculatior Beam self weight NOT internally calculated and added Uniform Load: D=0.020, L=0.1250 ksf, Tributary Width=18.50 ft,(FLOOR) DESIGN SUMMARY •- • Maximum Bending Stress Ratio = 0.983: 1 Maximum Shear Stress Ratio= 0.384 :1 Section used for this span W14x38 Section used for this span W14x38 Ma:Applied 108.641 k-ft Va:Applied 24.143 k Mn/Omega:Allowable 110.479 k-ft Vn/Omega:Allowable 62.942 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 9.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.491 in Ratio= 439>=360 Max Upward Transient Deflection 0.491 in Ratio= 439 >=360 Max Downward Total Deflection 0.570 in Ratio= 379 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values _ Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 18.00 ft 1 0.136 0.053 14.99 14.99 184.50 110.48 1.00 1.00 3.33 94.41 62.94 +D+L+H Dsgn.L= 18.00 ft 1 0.983 0.384 108.64 108.64 184.50 110.48 1.00 1.00 24.14 94.41 62.94 +D+Lr+H Dsgn.L= 18.00 ft 1 0.136 0.053 14.99 14.99 184.50 110.48 1.00 1.00 3.33 94.41 62.94 +D+S+H Dsgn.L= 18.00 ft 1 0.136 0.053 14.99 14.99 184.50 110.48 1.00 1.00 3.33 94.41 62.94 +D+0.750Lr+0.750L+H Dsgn.L= 18.00 ft i 0.771 0.301 85.23 85.23 184.50 110.48 1.00 1.00 18.94 94.41 62.94 +D+0.750L+0.750S+H Dsgn.L= 18.00 ft 1 0.771 0.301 85.23 85.23 184.50 110.48 1.00 1.00 18.94 94.41 62.94 +D+0.60W+H Dsgn.L= 18.00 ft 1 0.136 0.053 14.99 14.99 184.50 110.48 1.00 1.00 3.33 94.41 62.94 +D+0.70E+H Dsgn.L= 18.00 ft 1 0.136 0.053 14.99 14.99 184.50 110.48 1.00 1.00 3.33 94.41 62.94 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 18.00 ft 1 0.771 0.301 85.23 85.23 184.50 110.48 1.00 1.00 18.94 94.41 62.94 +D+0.750L+0.750S+0.450W+H Dsgn.L= 18.00 ft .I 0.771 0.301 85.23 85.23 184.50 110.48 1.00 1.00 18.94 94.41 62.94 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 18.00 ft 1 0.771 0.301 85.23 85.23 184.50 110.48 1.00 1.00 18.94 94.41 62.94 +0.60D+0.60W+0.60H STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY tK Printed:27 DEC 2W.0:55AM File=1Wasperinetwork fiiesTROJECTS%000.8-1181630-11171004-1%1630-1.E06 Steel Beam ENERCALC,INC.1983-2017,Build:10.17,12.10.Ver.10.17.1210 r.r r Description: (A)W16x40 STL BM-(LEFT/RIGHT) CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(3.83)L(23.9) D(0.425)L(2.65625) c 0(0.425)L(2. 5625) a s W16x40 16x40 Span= 18.0ft Sprn=11Oft ., Applied Loads Service loads entered.Load Factors will be applied for calculatior Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.020, L=0.1250 ksf, Tributary Width=21.250 ft,(FLOOR) Load for Span Number 2 Uniform Load: D=0.020, L=0.1250 ksf, Tributary Width=21.250 ft,(FLOOR) Point Load: D=3.830, L=23.90 k @ 1.0 ft,(PL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.607: 1 Maximum Shear Stress Ratio= 0.316 : 1 Section used for this span W16x40 Section used for this span W16x40 Ma:Applied 110.584 k-ft Va:Applied 30.811 k Mn/Omega:Allowable 182.136 k-ft Vn/Omega:Allowable 97.60 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 8.496ft Location of maximum on span 18.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection -0.056 in Ratio= 429>=360 Max Upward Transient Deflection -0.056 in Ratio= 429>=360 Max Downward Total Deflection 0.419 in Ratio= 515>=180 Max Upward Total Deflection -0.065 in Ratio= 370>=180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 18.00 ft 1 0.084 0.044 15.25 -4.04 15.25 304.17 182.14 1.00 1.00 4.25 146.40 97.60 Dsgn.L= 1.00 ft 2 0.022 0.044 -4.04 4.04 304.17 182.14 1.00 1.00 4.25 146.40 97.60 +D+L+H Dsgn.L= 18.00 ft 1 0.607 0.316 110.58 -29.27 110.58 304.17 182.14 1.00 1.00 30.81 146.40 97.60 Dsgn.L= 1.00 ft 2 0.161 0.316 -29.27 29.27 304.17 182.14 1.00 1.00 30.81 146.40 97.60 +D+Lr+H Dsgn.L= 18.00 ft 1 0.084 0.044 15.25 -4.04 15.25 304.17 182.14 100 100 4.25 146.40 97.60 Dsgn.L= 1.00 ft 2 0.022 0.044 -4.04 4.04 304.17 182.14 100 1.00 4.25 146.40 97.60 +D+S+H Dsgn.L= 18.00 It 1 0.084 0.044 15.25 -4.04 15.25 304.17 182.14 1.00 1.00 4.25 146.40 97.60 Dsgn.L= 1.00 ft 2 0.022 0.044 -4.04 4.04 304.17 182.14 1.00 1.00 4.25 146.40 97.60 +D+0.750Lr+0.750L+H Dsgn.L= 18.00 ft 1 0.476 0.248 86.75 -22.96 86.75 304.17 182.14 1.00 1.00 24.17 146.40 97.60 Dsgn.L= 1.00 ft 2 0.126 0.248 -22.96 22.96 304.17 182.14 1.00 1.00 24.17 146.40 97.60 +D+0.750L+0.750S+H i STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY �b Printed:27 DEC 2017,8:55AM File=IUaspeAnetwork files!PROJECTSl8000.8-118163-D-11171004-118163.O-1.EC6 Steel Beam ENERCALC,INC.1983.2017,Bwld'10-17.12.10.Ver.10.17.1210 KW-06011301 Description: (B)W16x40 STL BM-(LEFT/RIGHT) CODE REFERENCES Calculations per AISC 360-10. IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D 0( 425)L;(2.65625) - a r W 16x40Al Span=18.0 ft _I Applied Loads Service loads entered.Load Factors will be applied for calculatior Beam self weight NOT internally calculated and added Uniform Load: D=0.020, L=0.1250 ksf, Tributary Width=21.250 ft,(FLOOR) DESIGN SUMMARY ' - • Maximum Bending Stress Ratio = 0.685: 1 Maximum Shear Stress Ratio= 0.284 : 1 Section used for this span W16x40 Section used for this span W16x40 Ma:Applied 124.791 k-ft Va:Applied 27.731 k Mn/Omega:Allowable 182.136 k-ft Vn/Omega:Allowable 97.60 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 9.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.419 in Ratio= 514>=360 Max Upward Transient Deflection 0.419 in Ratio= 514 >=360 Max Downward Total Deflection 0.487 in Ratio= 444 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 18.00 ft 1 0.095 0.039 17.21 17.21 304.17 182.14 1.00 1.00 3.83 146.40 97.60 +D+L+H Dsgn.L= 18.00 it i 0.685 0.284 124.79 124.79 304.17 182.14 1.00 1.00 27.73 146.40 97.60 +D+Lr+H Dsgn.L= 18.00 it 1 0.095 0.039 17.21 17.21 304.17 182.14 1.00 1.00 3.83 146.40 97.60 +D+S+H Dsgn.L= 18.00 it 1 0.095 0.039 17.21 17.21 304.17 182.14 1.00 1.00 3.83 146.40 97.60 +D+0.750Lr+0.750L+H Dsgn.L= 18.00 It 1 0.537 0.223 97.90 97.90 304.17 182.14 1.00 1.00 21.75 146.40 97.60 +D+0.750L+0.750S+H Dsgn.L= 18.00 It 1 0,537 0.223 97.90 97.90 304.17 182.14 1.00 1.00 21.75 146.40 97.60 +D+0.60W+H Dsgn.L= 18.00 ft 1 0.095 0.039 17.21 17.21 304.17 182.14 1.00 1.00 3.83 146.40 97.60 +D+0.70E+H Dsgn.L= 18.00 it 1 0.095 0.039 17.21 17.21 304.17 182.14 1.00 1.00 3.83 146.40 97.60 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 18.00 ft 1 0.537 0.223 97.90 97.90 304.17 182.14 1.00 1.00 21.75 146.40 97.60 +D+0.750L+0.750S+0.450W+H Dsgn.L= 18.00 It 1 0.537 0.223 97.90 97.90 304.17 182.14 1.00 1.00 21.75 146.40 97.60 +0+0.750L+0.750S+0.5250E+H Dsgn.L= 18.00 ft 1 0.537 0.223 97.90 97.90 304.17 182.14 1.00 1.00 21.75 146.40 97.60 +0.60D+0.60W+0.60H STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY 9 Printed:27 DEC 2W.8:55AM FOL,=WaspeMehvork fileslPROJECTS18000-8-1181634>-11171004-1181630-1.EC6 Steel Beam ENERCALC,INC,1983.2017,Build:10.17.1210,Ver.10.17.17 to KW-06011301 Description: W14x22 STL BM-(LEFT/RIGHT) CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.3)L(1.875) 0 W14x22 Z Span= 15.0 ft - J Applied Loads Service loads entered.Load Factors will be applied for calculatior Beam self weight NOT internally calculated and added Uniform Load: D=0.020, L=0.1250 ksf, Tributary Width=15.0 ft,(FLOOR) DESIGN SUMMARY '' • Maximum Bending Stress Ratio = 0.738: 1 Maximum Shear Stress Ratio= 0.259 : 1 Section used for this span W14x22 Section used for this span W14x22 Ma:Applied 61.172 k-ft Va:Applied 16.313 k Mn/Omega:Allowable 82.834 k-ft Vn/Omega:Allowable 63.020 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 7.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.371 in Ratio= 484>=360 Max Upward Transient Deflection 0.371 in Ratio= 484>=360 Max Downward Total Deflection 0.431 in Ratio= 417>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 15.00 It 1 0.102 0.036 8.44 8.44 138.33 82.83 1.00 1.00 2.25 94.53 63.02 +D+L+H Dsgn.L= 15.00 It 1 0.738 0.259 61.17 61.17 138.33 82.83 1.00 1.00 16.31 94.53 63.02 +D+Lr+H Dsgn.L= 15.00 ft 1 0.102 0.036 8.44 8.44 138.33 82.83 1.00 1.00 2.25 94.53 63.02 +D+S+H Dsgn.L= 15.00 It 1 0.102 0.036 8.44 8.44 138.33 82.83 1.00 1.00 2.25 94.53 63.02 +D+0.750Lr+0.750L+H Dsgn.L= 15.00 it 1 0.579 0.203 47.99 47.99 138.33 82.83 1.00 1.00 12.80 94.53 63.02 +D+0.750L+0.750S+H Dsgn.L= 15.00 It 1 0.579 0.203 47.99 47.99 138.33 82.83 1.00 1.00 12.80 94.53 63.02 +D+0.60W+H Dsgn.L= 15.00 ft 1 0.102 0.036 8.44 8.44 138.33 82.83 1.00 1.00 2.25 94.53 63.02 +D+0.70E+H Dsgn.L= 15.00 it 1 0.102 0.036 8.44 8.44 138.33 82.83 1.00 1.00 2.25 94.53 63.02 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 15.00 It 1 0.579 0.203 47.99 47.99 138.33 82.83 1.00 1.00 12.80 94.53 63.02 +D+0.750L+0.750S+0.450W+H Dsgn.L= 15.00 ft 1 0.579 0.203 47.99 47.99 138.33 82.83 1.00 1.00 12.80 94.53 63.02 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 15.00 ft 1 0.579 0.203 47.99 47.99 138.33 82.83 1.00 1.00 12.80 94.53 63.02 +0.60D+0.60W+0.60H i STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY 1� Printed:27 DEC 2017,8:55AM File=Waspednetwork filestPROJECTSt800(18-118163•D-1t1 71004-1181 63 0-1.EC6 Steel Beam ENERCALC,INC 1983.2017,Build:10.17.12.10,Ver10.1712.10 Lic.#: KW-06011301 Licensee:Covington Description: W16x40 STL BM-(FRONTIREAR) CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.218N L(1.365) 6 W 16x40 Span=21.750 ft J Applied Loads Service loads entered.Load Factors will be applied for calculatior Beam self weight NOT internally calculated and added Uniform Load: D=0.020, L=0.1250 ksf, Tributary Width=10.920 ft,(FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.514: 1 Maximum Shear Stress Ratio= 0.176 : 1 Section used for this span W16x40 Section used for this span W16x40 Ma:Applied 93.631 k-ft Va:Applied 17.219 k Mn/Omega:Allowable 182.136 k-ft Vn/Omega:Allowable 97.60 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 10.875ft Location of maximum on span 21.750 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.460 in Ratio= 567>=360 Max Upward Transient Deflection 0.460 in Ratio= 567>=360 Max Downward Total Deflection 0.533 in Ratio= 490>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega +C+H Dsgn.L= 21.75 ft 1 0.071 0.024 12.91 12.91 304.17 182.14 1.00 1.00 2.38 146.40 97.60 +D+L+H Dsgn.L= 21.75 ft 1 0.514 0.176 93.63 93.63 304.17 182.14 1.00 1.00 17.22 146.40 97.60 +D+Lr+H Dsgn.L= 21.75 ft 1 0.071 0.024 12.91 12.91 304.17 182.14 1.00 1.00 2.38 146.40 97.60 +D+S+H Dsgn.L= 21.75 ft 1 0.071 0.024 12.91 12.91 304.17 182.14 1.00 1.00 2.38 146.40 97.60 +D+0.750Lr+0.750L+H Dsgn.L= 21.75 ft 1 0.403 0.138 73.45 73.45 304.17 182.14 1.00 1.00 13.51 146.40 97.60 +D+0.750L+0.750S+H Dsgn.L= 21.75 ft 1 0.403 0.138 73.45 73.45 304.17 182.14 1.00 1.00 13.51 146.40 97.60 +D+0.60W+H Dsgn.L= 21.75 ft 1 0.071 0.024 12.91 12.91 304.17 182.14 1.00 1.00 2.38 146.40 97.60 +D+0.70E+H Dsgn.L= 21.75 ft 1 0.071 0.024 12.91 12.91 304.17 182.14 1.00 1.00 2.38 146.40 97.60 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 21.75 ft 1 0.403 0.138 73.45 73.45 304.17 182.14 1.00 1.00 13.51 146.40 97.60 +D+0.750L+0.750S+0.450W+H Dsgn.L= 21.75 ft 1 0.403 0.138 73.45 73.45 304.17 182.14 1.00 1.00 13.51 146.40 97.60 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 21.75 ft 1 0.403 0.138 73.45 73.45 304.17 182.14 1.00 1.00 13.51 146.40 97.60 +0.60D+0.60W+0.60H STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY Printed:27 DEC 2017,&55AM File=WasperinaM�oric filesTROJECTS18000-8-1%163D-111 71 0 0 4-1181 6 3-0-1.EC6 Wood Beam ENERCALC.INC.1983.2017,Build:10.17.12.10,Ver.10.17.12.10 KW-06011301 Description: FLOOR JOISTS-1.75x161.9E LVL CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load CombinationASCE 7-10 Fb- 2,600.0 psi Ebend-xx 1,900.Oksi Fc-PHI 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade :MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling OiO.02) U0 125j 1.750 X 16.0 Span=21.830 ft �T�t Applied Loads Service loads entered.Load Factors will be applied for calculatior Uniform Load: D=0.020, L=0.1250 ksf, Tributary Width=1.0 ft,(FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.543 1 Maximum Shear Stress Ratio = 0.263 : 1 Section used for this span 1.750 X 16.0 Section used for this span 1.750 X 16.0 fb:Actual 1,388.16 psi fv:Actual 74.88 psi FB:Allowable 2,555.89 psi Fv:Allowable 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10,915ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.566 in Ratio= 462>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.657 in Ratio= 398>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V IV F'v +D+H 0.00 0.00 0.00 0.00 Length=21.830 It 1 0.083 0.040 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.19 191.47 2300.30 0.19 10.33 256.50 +D+L+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.830 ft 1 0.543 0.263 1.00 0.983 1.00 1.00 1.00 1.00 1.00 8.64 1,388.16 2555.89 1.40 74.88 285.00 +D+Lr+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.830 it 1 0.060 0.029 1.25 0.983 1.00 1.00 1.00 1.00 1.00 1.19 191.47 3194.86 0.19 10.33 356.25 +D+S+H 0,983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.830 ft 1 0.065 0.032 1.15 0.983 1.00 1.00 1.00 1.00 1.00 1.19 191.47 2939.27 0.19 10.33 327.75 +D+0.750Lr+0.750L+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.830 ft 1 0.341 0.165 1.25 0.983 1.00 1.00 1.00 1.00 1.00 6.78 1,088.99 3194.86 1.10 58.75 356.25 i i STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY Printed:27 DEC 2017,8:55AM file=WaspeMetwo*fllesTROJECTS18000-8-1%163-D-11i71004-1181630-1.EC6 Wood Beam ENERCALC.INC.1983.2017,Build:10.17AZ 0.Ver.10.17.12.10 KW-06011301 Description: HEADER-3.5x11.25 2.0E PSL CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb+ 2,900.0 psi E:Modulus of Elasticity Load CombinationASCE 7-10 Fb- 2,900.0 psi Ebend-xx 2,000.Oksi Fc-Pril 2,900.0 psi Eminbend-xx 1,016.54 ksi Wood Species :Trus Joist Fc-Perp 625.0 psi Wood Grade :Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.2184)L 365) 3.5x11.25 Span=9.Oft Applied Loads Service loads entered.Load Factors will be applied for calculatior Uniform Load: D=0.020, L=0.1250 ksf, Tributary Width=10.920 ft,(FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.899. 1 Maximum Shear Stress Ratio = 0.745 : 1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb:Actual = 2,605.82psi fv:Actual = 215.96 psi FB:Allowable = 2,900.00 psi Fv:Allowable 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.500ft Location of maximum on span = 8.080ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.244 in Ratio= 442>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.283 in Ratio= 381>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.138 0.114 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.21 359.42 2610.00 0.78 29.79 261.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.899 0.745 1.00 1.000 1.00 1.00 1.00 1.00 1.00 16.03 2,605.82 2900.00 5.67 215.96 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 000 0.00 0.00 0.00 Length=9.0 ft 1 0.099 0.082 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.21 359.42 3625.00 0.78 29.79 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 000 0.00 0.00 0.00 Length=9.0 ft 1 0.108 0.089 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.21 359.42 3335.00 0.78 29.79 333.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 000 0.00 0.00 0.00 Length=9.0 ft 1 0.564 0.467 1.25 1.000 1.00 1.00 1.00 1.00 1.00 12.58 2,044.22 3625.00 4.45 169.42 362.50 I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY 9 Printed:27 DEC 2017 8:56AM rile=IUaspeMetwork files1PROJEC T S%000-8-118163D-11171004-1t81630-t,EC,6 Steel Column ENERCALG INC,19832017,Bw1d:10.17.12.10,Ver 10t7.12f0 KW-06011301 Description: HSS5x5x0.25 Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS5x5x1/4 Overall Column Height 11.7 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade A500, Grade B, Fy=46 ksi, Carbon Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=11.7 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=11.7 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculatior Column self weight included:182.754 Ibs Dead Load Factor AXIAL LOADS... Axial Load at 11.70 ft,D=82.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9905 :1 Maximum Load Reactions.. Load Combination +D+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 82.183 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 82.968 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... Mn x/Omega:Allowable 17.468 k-ft Along Y-Y 0.0 in at O.Oft above base for load combination Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 17.468 k-ft Along X-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are.. Va:Applied 0.0 k Vn I Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.991 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.991 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.991 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.991 PASS 0.00 ft 0.000 PASS 0.00 It +D+0.750Lr+0.750L+H 0.991 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.991 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.991 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.991 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.991 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.991 PASS 0.00 ft 0.000 PASS 0.00 It +D+0.750L+0.750S+0.5250E+H 0.991 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.594 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.594 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are lister Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 82.183 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY Printed:27 DEC 2017,8:56AM - - _ Re=WaspeMewrk files\PROJECTS\8000$-118163D-11171004-1%163d-1.EC6 Steel Column ENERCALC,INCr 19n2017,Build;10.17.12.10,Vec10.17 12 10 Description: HSS5x5x0.25 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS5x5x114 Depth = 5.000 in I xx = 16.00 inA4 J = 25.800 Y4 Design Thick = 0.233 in S xx = 6.41 in^3 Width = 5.000 in R xx = 1.930 in Wall Thick = 0.250 in Zx = 7.610 in^3 Area = 4.300 inA2 1 yy = 16.000 in"4 C - 10.500 in^3 Weight = 15.620 plf S yy = 6.410 in"3 R yy = 1.930 in Ycg = 0.000 in Sketches Y 'Load 1 X o — — LO £ I L -- 5.00in STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY Pdnled:27 DEC 2011,8:56AM File=WaspeMelwork fileslPROJECTS18000-8-118163-13-W71004-118163-0-1.EC8 Wood Column ENERCALC,INC.1983-2017,Build:10.17.1210,Ver.10.17.42,10 Description: 44 DF#2 Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 0.089 0.580 PASS O.Oft 0.0 PASS 11.660 ft +0.60D+0.70E+0.60H 1.600 0.089 0.580 PASS O.Oft 0.0 PASS 11.660 ft Maximum Reactions Note:Only non-zero reactions are lister X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 2.628 +D+L+H 2.628 +D+Lr+H 2.628 +D+S+H 2.628 +D+0.750Lr+0.750L+H 2.628 +D+0.750L+0.750S+H 2.628 +D+0.60W+H 2.628 +D+0.70E+H 2.628 +D+0.750Lr+0.750L+0.450W+H 2.628 +D+0.750L+0.750S+0.450W+H 2.628 +D+0.750L+0.750S+0.5250E+H 2.628 +0.60D+0.60W+0.60H 1.577 +0.60D+0.70E+0.60H 1.577 D Only 2.628 Lr Only L Only S Only W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L-10.750S+H 0.0000 in 0,000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0,000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 It 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0,000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0,000 ft STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY -P Printed:27 DEC 2017 6:56AM File=11Jasperinetwork fileslPROJECTSl8000.8-116163-o-1t1 71 004-118 1 63 0-1.EC6 Wood ColumnENERCALC,INC.1983.2017.Build:10.17.12.10,Ver.10.tTIZ10 KW-06011301 Description: 46 DF#2 Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.70 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width Species Douglas Fir-Larch 3.50 �In Allow Stress Modification Factors Wood S P 9 Exact Depth 5.50 In Cf or Cv for Bending 1.30 Area 19.250 in2 Wood Grade No.1 Cf or Cv for Compression 1.10 Fb+ 1000 psi Fv 180 psi Ix 48.526 in^4 Cf or Cv for Tension 1.30 Fb- 1000 psi Ft 675 psi ly 19.651 in^4 Cm:Wet Use Factor 1.0 Fc-PHI 1500 psi Density 31.2 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1700 1700 1700 ksi Use Cr:Repetitive? Yes Minimum 620 620 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=10.70 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=10.70 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculatior Column self weiqht included:44.628 Ibs*Dead Load Factor AXIAL LOADS. . . Axial Load at 10.70 ft,D=6.60 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9691 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/FC' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 6.645 k for load combination: n/a Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My 0.0 k-ft Fc:Allowable 356.198 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 10.70 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.240 0.9691 PASS 0.0ft 0.0 PASS 10.70 ft +D+L+H 1.000 0.217 0.9622 PASS 0.0 ft 0.0 PASS 10.70 ft +D+Lr+H 1.250 0.176 0.9505 PASS O.Oft 0.0 PASS 10.70 ft +D+S+H 1.150 0.191 0.9545 PASS O.Oft 0.0 PASS 10.70 ft +D+0.750Lr+0.750L+H 1.250 0.176 0.9505 PASS 0.0ft 0.0 PASS 10.70 ft +D+0.750L+0.750S+H 1.150 0.191 0.9545 PASS O.Oft 0.0 PASS 10.70 ft +D+0.60W+H 1.600 0.139 0.9409 PASS O.Oft 0.0 PASS 10.70 ft +D+0.70E+H 1.600 0.139 0.9409 PASS O.Oft 0.0 PASS 10.70 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.139 0.9409 PASS O.Oft 0.0 PASS 10.70 ft +D+0.750L+0.750S+0.450W+H 1.600 0.139 0.9409 PASS O.Oft 0.0 PASS 10.70 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.139 0.9409 PASS O.Oft 0.0 PASS 10.70 ft i STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY 0 3 Printed:27 DEC 2017,8:56AM File=lUmpeft1wo*61ealPROJECTS18000$-118163D-11171004-1181634-1.EC8 Wood Column ENERCALC,INC.19D2017,Build:10.17.12.10,Vec10.17.12.10 KW-06011301Covington Description: 46 DF#2 Sketches .1 c X 0 Lqi Iri� 46 I 3.50 in I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY 0/� �! Printed:27 DEC 2017,8:56AM File=fVasperinet.5ork files\PROJECTS�8000�8-1t8163-D-14171004-118163-0-1.EC6 Wood ColumnENERCALC,INC.19n2017,Build:%17.12.10,Verto.1m, KW-06011301 Description: 48 DF#2 Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 0.121 0.5585 PASS 0.0ft 0.0 PASS 11.770 ft +0.60D+0.70E+0.60H 1.600 0.121 0.5585 PASS 0.0ft 0.0 PASS 11.770 ft Maximum Reactions Note:Only non-zero reactions are listec X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +Lj+H 7.195 +D+L+H 7.195 +D+Lr+H 7.195 +D+S+H 7.195 +D+0.750Lr+0.750L+H 7.195 +D+0.750L+0.750S+H 7.195 +D+0.60W+H 7.195 +D+0.70E+H 7.195 +D+0.750Lr+0.750L+0.450W+H 7.195 +D+0.750L+0.750S+0.450W+H 7,195 +D+0.750L+0.750S+0.5250E+H 7.195 +0.60D+0.60W+0.60H 4.317 +0.60D+0.70E+0.60H 4.317 D Only 7.195 Lr Only L Only S Only W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 00000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 00000 in 0.000 ft 0.000 in 0.000 .`t +D+0.750L+0.750S+H 00000 in 0.000 ft 0.000 in 0.000 't +D+0.60W+H 0,0000 in 0.000 ft 0.000 in 0.000 It +D+0.70E+H 00000 in 0.000 ft 0.000 in 0.000 `t +D+0.750Lr+0.750L+0.450W+H 00000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 00000 in 0.000 ft 0.000 in 0.000 't +D+0.750L+0.750S+0.5250E+H 00000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 00000 in 0.000 ft 0.000 in 0.000 `t +0.60D+0.70E+0.60H 00000 in 0.000 ft 0.000 in 0.000 ft D Only 00000 in 0.000 it 0.000 in 0.000 ft Lr Only 00000 in 0.000 ft 0,000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 t S Only 00000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 00000 in 0.000 ft 0.000 in 0.000 h H Only 0.0000 in 0.000 it 0.000 in 0.000 ft STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY Printed:27 DEC 2017,8:56AM [Wood File=lUaspertnetwork files1PROJECTS18000-8-118163-D-11171004-118163-0-1.EC8 Column ENERCALC.INC 1983.2017.Build.10.171210,Ver.10.17.12.10 KW-06011301 Description: 2x4 DF#2 STUDS Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 11.7 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width in Wood Species Douglas Fir-South 1.50 � Allow Stress Modification Factors p 9 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 5.250 in^2 Cf or Cv for Compression 1.150 Fb+ 850 psi Fv 180 psi Ix 5.359 in^4 Cf or Cv for Tension 1.50 Fb- 850 psi Ft 525 psi ly 0.9844 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 1350 psi Density 28.7 pcf Ct:Temperature Factor 1.0 Fc-Perp 520 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15 3.2 Basic 1200 1200 1200 ksi Use Cr:Repetitive? Yes Minimum 440 440 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=11.7 ft,K=1.0 Applied Loads _Service loads entered.Load Factors will be applied for calculatior Column self weiqht included: 12.242 Ibs*Dead Load Factor AXIAL LOADS . . . Axial Load at 11.70 ft,D=1.120 k DES(GN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9948:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.132 k for load combination: n/a Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 It above base Applied My 0.0 k-ft for load combination: n/a Fc:Allowable 216.80 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 11.70 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.155 0.9948 PASS 0.0ft 0.0 PASS 11 70 ft +D+L+H 1.000 0.140 0.9908 PASS 0.0ft 0.0 PASS 11.70 ft +D+Lr+H 1.250 0.113 0.9840 PASS 0.0ft 0.0 PASS 11.70 ft +D+S+H 1.150 0.122 0.9863 PASS 0.0ft 0.0 PASS 11 70 ft +D+0.750Lr+0.750L+H 1.250 0.113 0.9840 PASS 0.0 ft 0.0 PASS 11 70 ft +D+0.750L+0.750S+H 1.150 0.122 0.9863 PASS 0.0 ft 0.0 PASS 11.70 ft +D+0.60W+H 1.600 0.089 0.9782 PASS 0.0ft 0.0 PASS 11.70 ft +D+0.70E+H 1.600 0.089 0.9782 PASS 0.0ft 00 PASS 11.70 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.089 0.9782 PASS 0.0ft 0.0 PASS 11 70 ft +D+0.750L+0.750S+0.450W+H 1.600 0.089 0.9782 PASS 0.0ft 0.0 PASS 11.70 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.089 0.9782 PASS 0.0ft 0.0 PASS 11 70 ft I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: OFFICE GRAVITY t70 Printed:27 DEC 2017. 8:56AM Wood Column Fdso 1,UaspeMetmtkOiesWROJECTS18000$-118163-D-111710Q4-116163-0-1.EC6 ' ENERCAM INC.1902017.Buifd:10.17.12.10,Ver.10.17.12.10 o I I I KIi . . Description: 2x4 DF#2 STUDS Sketches X 1 C Load 1 ri 2x4 I 1.50 in Structural Design Associates 3006 Rucker Ave. Everett, WA 98201-3774 Phone: (425) 339-0293 Fax: (425) 252-0916 STRUCTURAL CALCULATIONS FRONT ENTRANCE WITH CANOPY SDA Job # 8163 SCov 34393 AL 1 ?��� DANTRAWL INC. 62XX 180th St. NE, ARLINGTON, WA April 23, 2018 DANTRAWL 04-25-2018 SDA#8163 4' —4'-3"— 2424 3'-5' 12'-0" 2424 _ 102144E: 102x144x48" DEEP w/ (11) #8 BARS E.W. TOP & BOTT. 102144W: 102144W 102144E 102x144x36" DEEP FOUNDATION m w/ (11) #8 BARS a PLAN E.W. TOP & BOTT. m " as 5/� as' „ PJP 4 8 45 r44„ 5 „ aa % as j4 5 „ P J P sY4a5 CONN. A CONN. B FRAME PER 5/8" ELEVATION EDGE OF ° ° a THICKENED SLAB ° c �. 44 1 . 3 � ° M*l N PL7x12xl,"A36 1.25" a d ° w/ (4 3/4"S� o ° a d e SIMPSON � 7" 20" MIN. EMB.Z 9 1.75" Pig 5 d - d #5 VERTICAL REINFORCEMENT CONN. C @ EACH ANCHOR r i DANTRAWL 04-23-2018 SDA#8163 1 ❑ STEEL FRAME w/ STEEL STUD INFILL SELF DRILLING SCREW w/ EDGE SPACING PER BUTLER SPECS METAL DECKING BY BUTLER L Z "RAFTERS" BY BUTLER 120OT200-68 FASTENED TO STEEL FRAME w/ (3) 0.157"0 HILTI X-U PINS, FASTEND TO E.A. STUD w/ (3) #10 SDS CONN. H STEEL FRAME w/ STEEL STUD INFILL SELF DRILLING SCREW w/ EDGE SPACING PER BUTLER SPECS METAL DECKING BY BUTLER 1 Z "RAFTERS" BY BUTLER �120OC200-68 FASTENED TO STEEL FRAME w/ (3) 0.157"0 HILTI X-U PINS, FASTEND TO E.A. STUD w/ (3) #10 SDS CONN. I SELF DRILLING SCREWS (SDS) DANTRAWL INC. Aril 23, 2018 SDA Job # 8163 Design Criteria Scope of Work: FRONT ENTRANCE WITH CANOPY Site Address: 62XX 180th St. NE, ARLINGTON. WA Number of Stories 1 Engineer: JASPER Roof Loading Roofing Torch Down 2.0 Sheathing 15/32"Plywood 1.5 Insulation Car Decking 3.4 Ceiling Framing Beams 1.5 Miscellaneous fixtures, mechanical, electrical, etc. 3.1 TOTAL DEAD LOAD: 11.5 sf ROOF SNOW LOAD: 25.0 psf Main Floor Loading Floor Covering Sheathing Ceiling Joists Beams Miscellaneous TOTAL DEAD LOAD: [ 0.0 psf FLOOR LIVE LOAD: Not Used Floor Covering Carpet/Hardwood/Tile 0.0 Sheathing 3/4"T&G 0.0 Ceiling 1/2"GWB 0.0 Joists I-Joists 0.0 Beams 1.0 Miscellaneous fixtures, mechanical, electrical, etc. 1.6 TOTAL DEAD LOAD: 2.6 psf FLOOR LIVE LOAD: 0.0 psf Soil Bearing Capacity: 2000 psf Frost Depth: 18 in DANTRAWL INC. April 23, 2018 SDA Job# 8163 1 Type of construction: I Residential Location: 62XX 180th St. NE, Applicable Building Codes: 12012 IBC,ASCE 7-10 ARLINGTON,WA Work performed: FRONT ENTRANCE WITH CANOPY WIND DESIGN: Ps=A[wPs30Kzt Exposure: Wind Exposure Category as set forth in Section 26.7.3 of ASCE 7-10 Wind Speed= 110 MPH Basic Wind Speed as used in Figure 28.6.1 of ASCE 7-10 Ps30= Simplified design wind pressure for Exposure B,at h=30 feet and for I=1.0,from Figure28.6.1 1 A= 1.41 Adjustment factor for building height and exposure from Figure28 6.1 of ASCE 7-10 KZT= 1.00 Adjustment factor for increased wind speed due to a hill or escarpment Roof slope: rise run Front/Rear tan-1 ( Flat / 12 ) = 0 0 degrees Number of floors: Left/Right tan-1 ( Flat / 12 ) = 0.0 degrees 31 ft Mean Elevation Average uplift(F/R)= -18.4 psf Based on wind zones'G'and'H' p Average uplift(R/L)= -18.4 osf Based on wind zones'G'and'H' CD � p End zone of wall Front/Rear End zone of roof Front/Rear Left/Right Left/Right Ps30 A= 19.2 psf 19.2 psf B= -10.0 psf -10.0 psf PS = 27.1 psf 27.1 psf -14.1 psf -14.1 psf Interior zone of wall Interior zone of roof U Front/Rear Left/Right Front/Rear Left/Right \ Ps30 C= 12.7 psf 12.7 psf D=-5.9 psf -5.9 psf PS= 17.9 psf 17.9 psf -8.3 psf -8.3 psf n Transverse WIND LOAD CALCULATIONS FRONT REAR FRONT ENTRANCE: WIND ZONE A AVE. HEIGHT 2 AVE.WIDTH 16.5 Ps 27.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 894 0 0 0 0 0 0 0 0 0 0 0 TOTAL :894lbs ------------------- CANOPY WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL :0Ibs -------------------- FRONT ENTRANCE: WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL ;0lbs i DANTRAWL INC. I April 23, 2018 SDA Job# 8163 2 WIND LOAD CALCULATIONS LEFT RIGHT FRONT ENTRANCE: WIND ZONE A A AVE. HEIGHT 7 2 AVE WIDTH 3 12 Ps 27.10 27.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 569 650 0 0 0 0 0 0 0 0 0 0 TOTAL :1,2201bs ------------------------- CANOPY: WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 1 0 TOTAL :0lbs ------------ NOT USED WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL !0lbs p XAAXE: MAIN FLOOR CALCULATIONS: Plate Height: 10.00 ft Tributary Area: 1.0 Total length of Shearwall in Shortest Line: 1.00 ft Total Area: 2.0 Length of Shortest Segment within Shear Line: 1.00 ft Length of Longest Segment in Shear Line: 1.00 ft p= 1.30 ASCE 7-05 12.3.4 2 NOT USED: Plate Height: Tributary Area Total length of Shearwall in Shortest Line: Total Area: Length of Shortest Shearwall within Shear Line: Length of Longest Wall in Shear Line: p= NA NOT USED: Plate Height: Tributary Area: Total length of Shearwall in Shortest Line: Total Area: Length of Shortest Shearwall within Shear Line: Length of Longest Wall in Shear Line: p= NA DANTRAWL INC. April 23, 2018 SDA Job# 8163 1 3 All loads in pounds per square foot SEISMIC DESIGN: WALL DEAD LOAD= 10 sf ROOF DEAD LOAD= 11.5 psf E=Eh+Ev FLAT ROOF SNOW LOAD= 25 sf UPPER FLOOR D.L.= .0 psf E=pQE+.2SDSD CIE=V=CsW RED.S.L.(20%-S.L.)= 0 LOWER FLOOR D.L.= 2.6 psf FLOOR LIVE LOAD= .0 psf p= 1.30 Site Class= D When the Site Class is not specified by Geotech, D will be assumed IE= 1 Importance factor as defined in Table 1.5.2 R= 3.5 hn= 14 1 Total hei ht of structure V=0.7SDSIEW/R SDS=2/3 SMS Ss= 105.6% SMS= 105.6% V= 0.141 W Vmax= SDI IEW/TaR SMS=(Fa)(Ss) Fa= 1.00 SDS = 70.4% E= 0.183 W Ta= 0.02hn0.75 SD1 =2/3 SM1 S1 = 41.0% SM1 = 65.2% Ta= 0.14 s SM1 =(Fv)(S1) Fv= 1.59 SD1 = 43.5% Cs= 0.141 MAIN FLOOR DIAPHRAGM LOADING: NOT APPLICABLE W(ROOF)= LENGTH WIDTH LOAD TOTAL W(ROOF)= LENGTH WIDTH LOAD TOTAL 20 13 11.5 2990 11.5 0 11.5 0 11.5 0 11.5 0 11.5 0 11.5 0 11.5 0 11.5 1 0 11.5 0 Area= 260 Sub-Total= 2990 Area= 0 Sub-Total= 0 W(FLOOR)= LENGTH WIDTH LOAD TOTAL W(FLOOR)= LENGTH WIDTH LOAD TOTAL 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 6.6 0 Area= 0 Sub-Total= 0 Area= 0 Sub-Total= 0 W(WALL)= LENGTH LOAD TOTAL W(WALL)= LENGTH TRIB. HT LOAD TOTAL 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 1 0 Area= 0 Sub-Total= 0 Area= 0 Sub-Total= 0 TOTAL= 2990 lb TOTAL= lb NOT APPLICABLE W(ROOF)= LENGTH WIDTH LOAD TOTAL V(MAIN FLOOR)= 141 x 2990 lb= 421 Ibs 11.5 0 VO= 141 x lb= Ibs 11.5 0 VO= 141 x lb= Ibs 11.5 0 11.5 0 REDISTRIBUTE: 11.5 0 Area= 0 Sub-Total= 0 FV x P height FV x height W(FLOOR)= LENGTH WIDTH LOAD TOTAL 547 lb 14 7662 2.6 0 Ib 0 2.6 0 lb 0 2.6 0 TOTAL= 547 lb TOTAL= 7662 2.6 0 2.6 1 0 E(MAIN) EV x height x 7-V TOTAL = 547 Ibs Area= 0 Sub-Total= 0 EV x height TOTAL W(WALL)= LENGTH rRIB. HT LOAD TOTAL 10.0 0 E()= NOT USED = 0 Ibs 10.0 0 10.0 0 10.0 0 E()= NOT USED = 0 Ibs 10.0 0 Area= 0 Sub-Total= 0 TOTAL= lb AS"17-Ivy AW*,uoLx C) Y m 79 G, ?,Sec 6wr, 334, Q44-kot, N¢w � «a �: D. 0025C aoa Cp — p-g, G = o,85 O,soR 0,35) ct? (0,5S) C a �z� I)"TOJOL o4/ rs/20 i-a 40 SIGs Sf2vXcf OtJL's w'i,�12x11.S = 2,62Z i �yN Q w We FF N FNF W�W T=L = P.,6/Ig ECG i,. .Q. I �K, �,3 T= L= pK 6/M = 0 13R K WL a' d 1389, t O.?-a F(LR�. 3s) (Z-6 Lc�AO�G� � WLa 0.44� . IEQ s 0.3hC RZ4M E Z (2-6 Lo"Le•IG�� �,,�L = O.J y K, LQ O. 121C r�cXcr� �pEsr_c-�► o wfu� F-G2 Lcaa owL A5 Pte A6ovc taL LO aODrL P = 27. 1 PSF , /UjkA (L/R) = 24 24 = 271 FSC A4 , _=C � 6so,� C/m = o,ZO51< J OWRAU L 04 / 1,9/z018 SOA* 1916 s Fga--K- CAVE smut FOr Lomas FoO— Sic U=4- U-sD. 2S YtA*- Mitt Wi- 000 S IH �w iu�ta : O.S2 Ic OIL s 71D QLF OL ®� ® (0, 2S) L=i 0.441 w, to. 3.7K a wi.to_IK • !0 `!� ® (a, N EQ=30,VtK [Qzf b.'12� LO X Y N o to DEFLEG72-u-0 : r-PA AL o wL. : Phoo 40JL 400 - I. IE-q ' n.02Sx 40 �iEAhi : NS�S la .. /g1,. Coawnt v NSS 6&6 x V9 ThP �Q ' O.o2scJa /GEC = y� LX_ P)g.< = 1:29 ti 1.Z �' ✓Ej�l.�`t 11(S 6�6� Iti F15S6 ,t6 Yk " Crap) OAWjkg-PL- 04-f 1117100 18 SOA-+ 916,3 CP_,o U,AP4 CTUL M-2f%A tfvr F/Mit*: R= 3I�i, ,�• = 3, Coy =3 �t�P M Z r"L. F AA*C !_LD S �k S tt2 -i OL-. (SwOS = 2:2ps� EQ NNw H NNN 19 Co 40) C -eo) 660 w60 ��, _ 0.si)K �� *K pL s 170 rLF pL sRL 7�PLF - ! U C&kwy oP`r wi.3EQ 14t ILJL3 £Q= - O.6S ED=t 0r42K N s��� Eortd.2Vk �� F—i OL s 8Y P[F OL s 8`t PLF � so (I8/2,t3%z) G(apsy.) (4,13%) a J J 3 (4,0) 2 f-RAJAt ay.�sPLF ��2o+ 2tz) o. �tit �- 13l Pc-1" x {20 *2+2) � a�YI = 521 l63 6 123 e,F x (ZO +Z {2) x C�.141 = L1 l7J6s FRAMt 4W Z: ®- 3 Y.8 Put•c (1 Of`+) R 0.1 y 1 = 68,1-U.S - 1s"4 pal= K to 4 `t) IC Od"I = 304,ems (� ` 1230CF x �lcb * 14) 0- 0.)41 = 243 '44 O/11TKAX- Z C >4 //e/ zo,r6 SOS At 8e6 3 rejum . k 1 l.wj&J, olz zt.--,J 21 Ste ts•t.,3 Ott N rC c� t o, s8�it t = 0.31 w oO Z3.2lti A A = n.?'A2- QM. CoLVAv-- Ga&w. GvvJbil,�J s M = 66-,yk-U A z 2.3+�, v= 33.ZI<C Nss IZ.x 6 r sh - 0, 591 27- 2�.2i n3 �jc — Ste 3�h3 DANTRAWL INC. MOMENT FRAME#1 CONNECTION SDA#8163 RHS.CONNECTION SECTION SIZE ' i55 BEAM/COLUMN-PLASTIC CONN. BEA AREA t(in) H(in.) B(in.) SECTION Zx(in n 3) Rp Fy(ksi) (in 2) BM(o): HSS 0.581 10 6 NSS}-SI x851 51.2 1.4 46 - COL(1): HSS 0.581 6 6 HSS6x6x0.58: 23.2 - 46 - MQ SUITABILITY CHECKS: x BETA= 1 OKAY! \ ++ bo/to= 10.327 OKAY! �� �� o ho/to= 17.212 OKAY! — — — Fyi= 46 ksi OKAY! '— -----l- �ho theta= 90" OKAY! -------- DESIGN FORCES DESIGN MOMENT DESIGN SHEAR DESIGN AXIAL M=70.6 kips-ft V=8.3 kips N=1.73 kips PLASTIC MOMENT w/STRAIN HARDENING = 201.5004 kips-ft. REQURIED FOR SIESMIC SITE CLASS D,E,&F UNLESS PLASTIC ANAYSIS PROVIDES AN ALTERNATIVE DESIGN MOMENT(PER AISC-A341-16)(SEE ASCE-7 T12.2.1,H) T-WELDED CONNECTION CHECK theta tw(in.) Hb(in.) (degrees) Bb/4 Be(in.) Sip(in n3) WELD(ksi) F.S. Mn(k-ft) 0.72625 10 90" 1.5 3 45.99583 70 1.88 142.7 CHECK: OKAY! SEE AISC-360-16 TJ2.2 FOR EFF.THROAT OF FLARE GROOVE WELDS(GMAW REQUIRED) AISC-A360-16:TABLE K5.1:Eff.Weld Properties for Conn.To Rectangular HSS T-,Y-and Cross-Come[.tkm under Effective Weld Properties Branch Aida]Load or Bening j._ °+2Q, (�) Mor P 9s tw II No a Ffn .1I A �' d A it S— 3l sine) +tw8d1 sine! ( ) ----- —-- — IIO�H _ H r l (t. 34)(B;,-Be)' S'o—f"�Sint3 a"+t3„1Bg/ 13, ( � Not present for When P>0.85 or 6>50',E612 shall not T-or Y-connectlon exceed Elb/4. Ha u 2 Section A-A:Effective weld NOTE:WELD CHECK IS NOT REQURIED IF WELDS ARE CAPABLE OF DEVELOPING FULL STRENGTH OF THE BRANCH MEMBER WALL ALONG ITS ENTIRE PERIMETER Fr1 AM F_ 0 I ONN, MOMENT FRAME COLUMN CONNECTION(SEE CIDECT-DESIGN GUIDE-3,TABLE 10) fk= 5 46 ksi OKAY! Be= \ B t l ( Fy'F b rb/ Bb < Bb BASIS:EFFECTIVE WIDTH COL. BETA>0.85<1.0 r b l Mip*= .6 kips-ft Mfo a fv �z - l 1 ' b�J bi t,phi -_jI BASIS:CHORD FACE YIELDING COL. BETA>0.85<1.0 \\\ Mip*_ .kips-ft. Mip = 0.5fkto(h, + 5to)2 BASIS:WEB CRIPPLING OF CHORD MEMBER SIDE WALLS N" = f 2 h + 10 N1*= 476.0 kips k�{ tv� BASIS:PREMATURE FAILURE OF BRACING MEMBER OR CONNECTING WELDMENT"EFF.WIDTH" N1*= 569.16 kips N; = fy,t, (2 h1 - 4t, + 2 bg) INTERACTION: F.S.= 1.2 N, Mip+ - 0.9988 S 1.0 OKAY! N• M* - NOTE:CHORD FACE YIELDING NOT VERIFIED SINCE BETA=1 MOMENT FRAME BEAM CHECK BASIS:PLASTIC YIELDING OF BEAM Mpi* kips-ft. OKAY! ,.HM_i AXIAL.MELD OECL[ Leff= 3 in. (LENGTH EXCLUDED FROM Be) tw= 0.7263 in. (EFF.WELD LENGTH) V= 75.72 kips (MAX.ALLOWED SHEAR FROM WELDS NOT CONSIDERED IN MOMENT WELD CHECK) CHECK: OKAY! COLUMN: HSS6x6x0.581 BEAMS: HSS10x6x0.581 tw= 0.581 " (tw) 45' PJP (tw) s5 (tw) 45PJP STEEL FRAME PER PLAN DANTRAWL INC. MOMENT FRAME#2 CONNECTION SDA#8163 RHS.CONNECTION SECTION SIZE HISS BEAM/COLUMN-PLASTIC CONN. BEAM Zx(in^3) Rp Fy(ksi) AREA t(in) H(in.) B(in.) SECTION (in 2) BM(o): HSS 0.581 10 6 HSS10x6x0.S, 51.3 1.4 46 COL(1): HSS 0.581 6 6 HS56x6x0.58: r 23.2 - 46 - SUITABILITY CHECKS: Mv� BETA= 1 OKAY! f t+ bo/to= 10.327 OKAY! eo ho/to= 17.212 OKAY! Fyi= 46 ksi OKAY! - — --n ho theta= 90' OKAY! DESIGN FORCES DESIGN MOMENT DESIGN SHEAR DESIGN AXIAL M=65.4 kips-ft V=2.3 kips N=33.2 kips PLASTIC MOMENT w/STRAIN HARDENING = 201.894 kips-ft. REQURIED FOR SIESMIC SITE CLASS D,E,&F UNLESS PLASTIC ANAYSIS PROVIDES AN ALTERNATIVE DESIGN MOMENT(PER AISC-A341-16)(SEE ASCE-7 T12.2.1,H) T-WELDED CONNECTION CHECK theta tw(in.) Hb(in.) (degrees) Bb/4 Be(in.) Sip(in A3) WELD(ksi) F.S. Mn(k-ft) 0.72625 10 90, 1.5 3 45.99583 70 1.88 142.7 CHECK: OKAY! SEE AISC-360-16 TJ2.2 FOR EFF.THROAT OF FLARE GROOVE WELDS(GMAW REQUIRED) AISC-A360-16:TABLE K5.1:Eff.Weld Properties for Conn.To Rectangular HSS T-,Y-and Cross-Comedions LwxW Effect me Weld Properties Branch Axial Load or Eiemling f H. 1,_ �°—+28, (K�) M or� --A J 9 A it SP 3(sin0)2+t"8° sin0) (K5-G) --- DIN LB-1 SIP tw, plat present for When P>0-65 or 0 a 501,8e12 shall not T-or Y-connectlon exceed E614. ye sT� 7 Sectlue A-A:EfPeoUveweld NOTE:WELD CHECK IS NOT REQURIED IF WELDS ARE CAPABLE OF DEVELOPING FULL STRENGTH OF THE BRANCH MEMBER WALL ALONG ITS ENTIRE PERIMETER FINAL mZ COCA. MOMENT FRAME COLUMN CONNECTION(SEE CIDECT-DESIGN GUIDE-3,TABLE 10) be= 5.81 in. OKAY! _ "" Fy,t < B fk= 46 ksi Be — B ) �Fybtb) Bb — b BASIS:EFFECTIVE WIDTH COL. BETA>0.85<1.0 b Mip*_ _ .� �kips-ft Mw fv, Zi , �� ' b•� bi tj(h, -t,) BASIS:CHORD FACE YIELDING COL. BETA>0.85<1.0 f JJ Mip*_ -'_$ifi;kips Mip = 0.5fkEo(h, +5t BASIS:WEB CRIPPLING OF CHORD MEMBER SIDE WALLS N" = f 2 h + 10 N1*= 476.0 kips kto( � BASIS:PREMATURE FAILURE OF BRACING MEMBER OR CONNECTING WELDMENT"EFF.WIDTH" N1*= 569.16 kips N; = fy,t, (2 h1 — 4 t, + 2 be) INTERACTION: F.S.= 1.2 N, Mi - 0.9895 s 1.0 OKAY! N+ + ;Flp NOTE:CHORD FACE YIELDING NOT VERIFIED SINCE BETA=1 BASIS:PLASTIC YIELDING OF BEAM Mpi*_ ;_, :7':kips-ft. OKAY! — - - -- SIIEARi/iX1Al1�tltfEClf � - _ -- L_eff= 3 in. (LENGTH EXCLUDED FROM Be) tw= 0.7263 in. (EFF.WELD LENGTH) V= 75.72 kips (MAX.ALLOWED SHEAR FROM WELDS NOT CONSIDERED IN MOMENT WELD CHECK) CHECK: OKAY! COLUMN: HSS6x6x0.581 BEAMS: HSS10x6x0.581 tw= 0.581 " (tw) 45' pJP J_ (t (tw)w) •� � PJP STEEL FRAME PER PLAN ti i iMkiL 041 ,e /mod " 8)6,3 -46,,- 16,s� tl�N N ¢6 NON X = 74.8K5►'naC = 2r .8K H w Y = 76-g rt Cos oc. - 73.6 IC Usk -PSP GR.ovE, 154.1� h�vu-.O o� c KA"t Ax81( pz-ig> 1/Z JF CCXU,,W rrg& v&WS owu MOMIW C� l oLf 12's-lZa,8 SOA, 3 T 6`� 3" M3 CIS t t F tLAM� 1 NO-2Z-. LOa orb _ + 1.SsK (LJL- cOL u RA�kL 1,40+cz. y.43K IUTC"bV SLAj&; 1,33 x 1.33 X Zc> = 3 S.ti ✓clk Cj / ;KZ V Ind V� MONDLrr-..�- 5LA-6 Lal Cm-,j-7, je4 J g',[30-0-0 � Z �6 3 fC/ �j = [(�K ✓OWV,11,_ i llizisl Anchor DesignerT"° Company: Date: 4/24/2018 Engineer: Page: 1/5 i Software Project: Version 2.5.6326.13 Address: Phone: E-mail: 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units:Imperial units Concrete thickness,h(inch):32.00 State:Cracked Anchor Information: Compressive strength,f'c(psi):4000 Anchor type:Cast-in-place gjo,v: 1.0 Material:AB_H Reinforcement condition:A tension,A shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,hef(inch):20.000 Reinforcement provided at comers:Yes Anchor category:- Do not evaluate concrete breakout in tension:No Anchor ductility:Yes Do not evaluate concrete breakout in shear:No hmin(inch):22.25 Ignore 6do requirement:Yes Cmin(inch): 1.63 Build-up grout pad:Yes Smin(inch):3.00 Base Plate Load and Geometry Length x Width x Thickness(inch): 12.00 x 7.00 x 1.04 Load factor source:ACI 318 Section 5.3 Yield stress:35000 psi Load combination:not set Seismic design:Yes Profile type/size:HSS6X6X5/8 Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied Ca factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No <Figure 1> ft-lb 0 Ib 0 ft-lb 12400 0 ft-lb 1 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor DesignerT"" Company: Date: 4/24/2018 • Engineer: Page: 2/5 ,. Software Project: Version 2.5.6326.13 Address: Phone: E-mail: <Figure 2> O O V' N Recommended Anchor Anchor Name:PAB Pre-Assembled Anchor Bolt-PAB6H (3/4"0) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor Designer TM Company: Date: 4/24/2018 Engineer: Page: 3/5 Software Project: Version 2.5.6326.13 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu.(lb) Vuax(lb) Vuav(lb) J(Vuax)z+(VuaY)2(lb) 1 17000.0 3100.0 0.0 3100.0 2 17000.0 3100.0 0.0 3100.0 3 17000.0 3100.0 0.0 3100.0 4 17000.0 3100.0 0.0 3100.0 Sum 68000.0 12400.0 0.0 12400.0 Maximum concrete compression strain(%a):0.00 <Figure 3> Maximum concrete compression stress(psi):0 01 02 Resultant tension force(lb):68000 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'NX(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'NY(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 XT 04 03 4.Steel Strength of Anchor in Tension(Sec.17.4.11 Ns.(lb) 0 ON.(lb) 40080 0.75 30060 5 Concrete Breakout Strength of Anchor in Tension(Sec.17.4.21 Nb=16A.4f chePi3(Eq.17.4.2.2b) A. f c(psi) her(in) Nb(lb) 1.00 4000 20.000 149119 0.750Ncbg=0.75¢(ANc/ANco)Y'ec,N%d,NP',,1VY'cp,NNb(Sec. 17.3.1 &Eq.17.4.2.1b) ANc(InZ) ANco(InZ) Ca,min(In) Pec,N Ved,N Vlc,N Tcp,N Nb(lb) 0 0.750Ncbg(lb) 4248.28 3600.00 24.00 1.000 0.940 1.00 1.000 149119 0.75 93045 6.Pullout Strength of Anchor in Tension(Sec.17.4.31 0.750Npn=0.750Y%,PNp=0.750Y1q,P8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) y%,P Ab,g(inz) fc(psi) 0 0.75^N (lb) 1.0 3.53 4000 0.70 59371 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strang-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor Designer TM Company: Date: 4/24/2018 Engineer: Page: 4/5 o Software Project: Version 2.5.6326.13 Address: Phone: E-mail: 8 Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(lb) 09-ut 0 Ogm.Osa(lb) 24050 0.8 0.65 12506 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in x-direction: Vex=minl7(le/da)0.24daaa4fccal1'S; 9A.4F.Ca11•51(Eq.17.5.2.2a&Eq.17.5.2.2b) le(in) da(in) Aa P.(psi) cal(in) Vbx(lb) 6.00 0.750 1.00 4000 33.00 107905 OVcbgx=0(AVc/Avm)V'ec,vV'ed,VV'c,VV'h,VVbx(Sec. 17.3.1 &Eq.17.5.2.1b) AVc(In2) Av.(In2) V'ee,y V'ed,V V'c,v V'h,V Vbx(lb) 0 OVcbgx(lb) 3296.00 4900.50 1.000 1.000 1.000 1.244 107905 0.75 67699 10. Concrete Pryout Strength of Anchor in Shear(Sec_.17.5.3 OVcpg=OkcpNcbg=(dkcp(ANc/AN.)V'e.,NV'ed,NVlc,NVIcp,NNb(Sec.17.3.1 &Eq.17.5.3.1b) kcp ANc(In2) ANco(In2) Fec,N V'ed,N V'c,N V ap,N Nb(Ib) 0 OVcpg(lb) 2.0 4248.28 3600.00 1.000 0.940 1.000 1.000 149119 0.70 231579 11.Results Interaction of Tensile and Shear Forces(Sec.17.6) Tension Factored Load, Nua(lb) Design Strength, ON (lb) Ratio Status Steel 17000 30060 0.57 Pass Concrete breakout 68000 93045 0.73 Pass(Governs) Pullout 17000 59371 0.29 Pass Shear Factored Load,Vua(Ib) Design Strength, O (lb) Ratio Status Steel 3100 12506 0.25 Pass(Governs) T Concrete breakout x+ 12400 67699 0.18 Pass Pryout 12400 231579 0.05 Pass Interaction check N,,,,/,+N,; V"I Oy„ Combined Ratio Permissible Status Sec. 17.6.3 0.711 0.25 9T9% 1.2 Pass PAB6H(3/4"0)with hef=20.000 inch meets the selected design criteria. Base Plate Thickness Required base plate thickness: 1.038 inch Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Anchor Designer"' Company: Date: 4/24/2018 Engineer: Page: 5/5 Software Project: Version 2.5.6326.13 Address: Phone: E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com OW-j"i.JL >tf J 23IZa19 `W41k �SJQ .�e l Et'`fi 3 1• js ago 2 12.4 N V1 AOA l ACQ 1 1 S.✓ t 12` 12'�3%z ' _ 5OyC3 gEk CAL", x "=c OWT"I-JL C h / 2 31201$ < 0OA *l 8163 S-of 4,m 5. I.Ogk 2,6M 1.OK a as _ zos coo wL G our�-v s C® �wt E 0 LoAArAfC, w/ JZ = O. x 3 o wow " S os 31 o s x 3+ 1.09K Usk= (2) S/$ A,o? 401-rs 2 yuc, = 1,Y2k- (PEP, 403 7126) 1.ol"-k-) = 1. 3k ✓acwh (Z) L'-t�► 3 % " W GA•li .9 0.6 K /c S,, K Wo /� // /i A �ooff FR.��G Cam, 61L oftc boos Zoo — 143 Fn�ojoj Tb STUB CxuMNs w/ (3) 0,1S7 "0 x- U Pups, f p6T W kO ID 51ruO S wl (3) * 10 SOS �516.3 F.OG� SQS N N N 6¢6 6 gasNNN I>ll w W F�F FWF �WW SSS NNN "a IZo�Zoa-�3 c Cowes wJ (3) o,+S9`d z X- V ez s , r-A4rVA-V TD STtJ01C w/ (3� *�a SQS �►.oJ�a/�, =WLs A. ly' u(k.s ru 13s.S�''�lll � 1JOL� - q�.0-4/� JCL�µwvl LAD,-s= IV, 2T7 3 ar- L."Lo z Nam- lr.�•a s 0.6f� t ©.3kk = O,9sk SELL. - Sf�.aw s POP-- Ol Q. 3`7 K A L f LL*lb = 1 O/ZI'Lo ' ©.S N NL= + l'A + ,a& = (226(1009 T(130(10/6 = 1.77k 0,9S K -W 21 LEOcal , Lod ) '. 3 U 60" 1 r- 39'IF- 60f- l '26,6i'm ^ �,s[( S�o.mzXl2b)"��38't(zN�o)�t(ao� d�9)�60(ZgoO��J _J Z = I,FEZ;n.-4 ;T/1,♦00- V:x O.Yll # l7u4e& Nl z I`. L o�t �Z3lZ�7� � 9166 3-WA��/l / 5 rtfQr Cam`'%--- . fib: M z Z"?"-P, = 32.c k - k www V= LC>3r-- ooa a = IyKrZ/zao = o,7" www L)—:tip boo s I Z�=�3 MQ= ZZ.q f IS,? ae� cl) Goo T !2S —ci-s x + I.7b ? 26 k 232fw sa-uAs 16" o/�- STUD SECTION PROPERTIES TABLE BAILEY Imperial Measurement UNPERFORATED PROPER I Stud Thickness Depth Flangel Up I Weight YieldArea x, 14 x M.,, L- M., M,,L. Shear Web Cripp. S, A a C F, web.comp lips.comp V, Des nation ilbsj;fL) ksj) !a-' -iahpsl -Gnmpsl (kips) (hips? On't t1r,I lin') 382SI2&350 "12 M 6.1 1 28.5 112 1.15 1.37 0,319 OA21 0.0367 0232 362S125-43 3 1.250 8,f' 28.4 1.45 tA6 24 0,53. 0.540 15.60 2M 2M 2M 4.31 12M affif &OM 0.39 3M125-M (1066:. 3.625' 12ffi 0.188 1.17 50 1034-4 O. 0.551 OM 0,3041 121 1�1'11 I I,, F 42.6 2,55 Z71 1.31 0.318 362S162-33 0.0346 3.625 1. 3' a 0?1�1 8,(* 1 3 1160 12 'S a 1.16 - U Jr ""2 0710 as 3 OT10' 3.45 L22 0,531 MS16243, OW, 310, 3625162-54 06:6 3.625 1,625 0.500 5 �1111-1� 0 :3 1.200 0873 0,1640 0.482. 6 1.44 fj ;3b A 6.22 6,38 4,31 j ^J C.�YC, 26,50 343 7A TAS 5.59 1.780 1.070 .1860 MO 0.50D 138 v3 0 1 L-11, AGO 925 9.95 1 7.61 2.400 .440 -2420 0192 AGO 362SMV7 1 01017 3,625 1.625 1 10.500 2.46 50 1 042-11 V I V: 3M US 1.3 (Mg ONS &VTO 0.3 3MM82DM MOW 0.625 IM T67 72 952 53.5 1 tu=5� 0.53i 0.836,1-1171 1.411 58 362MO-43 0.0451 3k5 Z000 G.625 11-31 33 10 0 77-1'i 17 0.1136 il 30 r13.5 5.10 5.29 2.22 31SI, : u, 1 1. ',1 -'Q 413 5.80 4.31 1200 OLOO P.7 1,030 02M 0.568 947 .63 0.625 3 .0 3.625 Z000 0.625 2.02 1-1.90 5.59 1.780 127 0.3770 -0.698 362S200a 0.0713 K, 43.3 ji�ao I 50 143.6 15.10 1110 0.400 ON5 50 MID LAI 2.4M 7,35 367S250-43 0.0451 3.625 2.500 0,625 1.46 T qYX ii M 64.1 7,03 2.22 0.531 0.930 0.3850 ayl 3825250.64 ikb%6 4A 6.625 t.82 50 G 5 943 z7U, '.),V; i4l 60 51.9 13.10 13,70 4,31 1-200 t210 0.4730 1.w 362S250a 0.0713 3.625 2.5QO 01 2.27 '90 OMA �.Q 52.0 0 16.70 5_59 1 1.490 M780 0-822 )'Cll 1 11 32. 16.5 0.t017 i6013 10125 3-116 50 0.92/ MIS 4840 M, 22M 22.30 741 2400 1 2010 0.70 1 1120 -- - 1.25 0314 omi 0(13" 0.265 408SM-33 D.GM 4.000 1.250 0,188 0.77 33 "12 18 o 1.12 1.17 -09 214 447 460=54 G.wi 4aw '14 '5 402 985 26.2 1.45 AT 2M 0.95 IM =76 0341 Oaf lim 33 0-114 V3pI 17,90 1?2.7 2.63 2.156 4�31 i.190 0 M5 D.M 1418 4DOS125-54 I 0.05M 4.000 1 0.188 1.24 50 OM t 290 0451 0M 0,118 .1 iv-ft "41 4 0 S I 6UZ'3M3 04MV46 F50-0 am 33 0.512 0768 t 611 9.87 42.3 255 7.74 0314 002 0.1030 0246 4.000 1.625 0�00 1.21 125 1 0892 0.1310 0,446 4008162-43 0,0451 J3 1011.3,7751 01 1 �V; r..606 13.20 42.1 3.38 3.50 2.22 0.525 6 , "3 00 2400 34.1 625 6.45 4.31 1.19D too DAN 0.549 4wow CVJ66 50 040 1,51 0.443 0-F ,k4,l 1 11,350 MON -1.673 40DS1624 0.0713 4.000 1.625 0.500 187 510 1,1590 �'-5 11 C"".. 1 '591 3030 U 0 7.71 7.17 6.23 11.760 4WO-ri 0.101Y 4aM IAZ &$60 M SO OA02 &M 0,72S 1831 'LM I L 0,5131 40A 34A 0.10 1 WO AM 23M Isla D.M 0,907 3.10 6 5'2 2.145 13 Tff 40052ONa 0.034b 4JO00 2OM, 0.6251 1.05 33 0.31010-0 769 10;0 531 3.95 4.01 1.25 0.314 GA12 0.1830 0,406 Ou '41 .37 33 0.402 0102?2 -15 o 1 0'64 1510 530 512 536 2.22 OM 4M$043 1,050 02W 0.524 01 70 0 0.500 'j.i-',q 42.9 9,51 9.92 4.31 11,190 1290 02870 0 64-1 4ODS200-54 0,0556 4:00 !2jTG 0 F2Z5 1 5 3 35 Aws" 2.12 50 G.622 c6'3 42.9 11.90 1210 an I roa 1.5W O.M 0,795 4OD5 2M 50 9.W J-E-M 0.953 16031 1.7., 7i.:, A-1-a(I -.A,. 5 0.1137 MM143.01 15.90 15.90 8.52 23M 2.160 0.4630 100 200-97 0�1017 33 0.4471 01,9N "5 Mal M 165 0.045 1,9 AS 212 0 1220 03001 0.112 so 173.0280 1380 MS25Q,V DOW 4M 2 -,X, .510 0 4K0 0'756 40OS250-54 O.M 4.000 M10 OM6251 IIS89 50 �.556 0.91-i�,, ifl! 41"NE", I 0 3E M60 "M OSM XtS" 0.0713 4 M 0JR5 2.36 550 0.6-03 0.-�n G 310 '2 1 F"I ko 3 6A 623 17 011, 54 D-60 832 .380 D-wo 1270 Q�1017 A000 1 0.625 3A 60 0-%g ft3 - I" .73 T5 2 0.932 40flS296w97 2500 1 1 2ju"'!1 1. 0.470 1250 0.188 1.0 219 77b U 001 27 1.13 0.04 t6 WSM-33 MO GAT 33 029 C 6001 0.0451 000 1-M 0.1-98 1 0,1,7G,(�,�, (CAM 1 )0.0526 1- 606 1,3 '13 1-53 1 0.0627 OM 6.000 1 M MO 1.63 so 0.479 0.2c Po 1 3-P 6, 2 i6 j 3e. 21.9 2-68 2.76 1 SMS162-33 0.0346 6.000- U25 0.344 0- 1:; 114 41.1 258 2 2.320 t.,11 480 0.77-1 6=6243 0,0451 5MI 1.623 0.500 11 11-luf 133 0.447 6 40.9 3.42 3.64 3, 33.0 600SI62-54 OLM 6.000 1.625 0.500 1.89 ".2 6.33 6,71 910 0,0153 51.40 32.8 7,85 8,09 &64 7� 5� 600 1� 1.625 0.500 226 50 G 691) A--3 ilcLr 3.520 02160 S16248 0.0M 11M 17W 1170 M162-97 0.1017 6,000 1.G25 aSOD 3J9 60 0.96-6 L' to 6"36 ci 1� 21 A!A9 TIM 32.51 10.50 10.50 1140 2300 4.8001011" 1600 6DDS2MM CM46 ZM i 21100 '0.625 1.29 33 0.3791 1 ,ill "'."A Cj 74�, 1440 51A 3M 4.19 012 M 290102M 0.692 ; : 'XI A 51.4 518 5.59 111 0.499 2,680 0 M O�894 0.o451 6,000 Z0,30 0,625 1,97 � 9- j . t f.,q� I. 6901 33 11 c,�fi MSED-64 O.M :6,6601 2Aoo 0,625 2.69 so 116!-, ij,�4 3.61 100 3,320 03M ILI to 7 4&70 41.5 9.54 0.40 50 f%If, % 1 1.700 4100 04000 370 6DOS200-68 OM713 6X00 2.000 0.625 MO j., 4 ".-',73 ii, 0 41,4 12,10 2.6-0 6.64 666� O.IM7 AXW 2.000 0.6-25 3-0 9 70 Ci.57 )4 8420 41.2 16.60 18.70 Mo 2.300 .610 0.5310 070 Mo 10 (d.1,5 9 "'N -1 02t� 9 -- - 1 5' 1--.- iio�o I I .-:) 3 0.499 3,080 0.4560 1.01A 17.3b 62,3 7,15 7.82 1,1 EODS25043 0.0451 6-OOP 2,500 0.625 41.83 33 777� 4 L�. 1 1.270 U- -M Z70 7 '.i I � .1; . - - 1 1.130 3,80 D.6630 110,US 2-2B M 0 5,) 1,1 �17 0 50.4 13.40 14-50 3161 1 30 51 60OS25D-68 0.0713 5AGO 2.5D0 0.625 2.84 0,8,; i;,J 38 f?"008, 0, 13 6.90 17.90 684 1.700 4.730 0,6890 1,500 398 K') I QAX7M 038 j 9160 502 23M 23.80 1 WO 2M 6-'n 0.9240 2.170 so 1.170 0 i 6001 0.0566 6.000 3.000 10,625 247 50 0,7246 0.9115 1.1oo4980 SH 17,50 19.30 3-61 1.130 4,320 DAM tAaO 0�0 65.10 6819 22 1.700 530 1 M .790 WSi OVJ3 1F.Q0Q 3X0 OJM 3.09 50 0.907 1 .1.09 1 1 DID 101.00 58.8 31-110 31.90 13.40 2.W 7,360 1.45M !.30 23.60 M 2GS300-97 0.1017 16.000 3.000 0.625 4.3', 50 1270 0.949 7340 ',t '-ph I :4 SODS AM W 0.500 1.83 33 0 517 0.348 0 N 1.3V 0 A A 30.30 .8 44 Sn L34 0.324 4MD 0.1600 1.16D ,000 1.625 C,500 2.28 50 C.C)7C Q 18 1-1 539 r 5-11 0 311 6.37 6.86 MT..' 0=., Is F111 �111!, llj�`, a-6 " j, .!1 2,67 0754 5.M 01950 Vo tt" " '" , - 1�0 0.500 2,64 3' ac 5 7? 2A it 539 1.160 7aSO 0.2350 1370 so as 1 0 1 ! 7,3 0 74 80 31.9 7R 8wS 18.000 1 h25 0.500 3,98 50 1 LIM 0.149 O.b% 0 H5 i.41 11.83 V311 10.00 31.4 IDA 4.80 13.90 1 2.230 VIC 0.3060 2.430 MI M- M 3 621 5.73 1.34 0.324 &300 02M I= soi o. "I -' ' ' *' " 1 302 01 06 -.440 50. 0,754 6.570 0.3570 1-640 8.000 ':'4', C.IX, F;.4��,z) ami O'GO566 ZO M251 2 01 't�yl �'O: 67,10 40.6 9.69 10.60 2.67 1.160 8 t40 0.4350 2,040 goos" 11011.1 000 QAB 3,09 50 01.907 0 4 K"t 0 it) 0-39, 61)60 40.4 1220 1290 lk39 WOM-97 ,0.1017 8.000 2000 1,0-625 4,12 SO 1.27010.48il0,71 2i-4?"To I Z 1? 11.074 126.00 40.0 ISAD 17.20 13.90 2230 112M 0-5770 2,600 6 .324 SM a I MOSM43- 0,0451 AAV 2.13 33 0J0 1 0.04 .040 -MA7-5 irl 973 to.DO 61.5 7.19 6,04 1.V 0 0 :� N46 i A." 1340 15.010 2.67 0.754 7,470 0.6 n10 1770 MOS250-54 0.0566 8,000 2.5aG 0.62, 2.66 51 -73,� 1 6'.�O 497 8 1 M-0' 2.500 OM 333 So Ll 17A ..V-If� �1.45 17;t 92 GO 49.51 17.QD 430 5.x 1.160 Mo 0 _0713 9.00 .2 23M 24.60 13-90 2.23D 12M I. < 270 ItM I Q0 '?.Fr r) -q V 3619,&% 149' MS25047. 0.1017 8.000 ifkV OM 4.67 A I- 8=10,FA 0.0 '3�.l �O 625 T.F 50 7-0 '2,-,?,;1 .1.4,� IR I N') 0 DID 53.51 17,60 1&90 2,67 0.154 ejeo Moo 094 1 jr8.31 50 24.40 5.39 i,161) 10,400 800S300-68 0.0 3.57 50, 1, 2 4,017 1� i: I?11 A0 GG 58.01 3190 33M 13SO 60 T." 621800 QQ 711 S 00a22 aWMMV. �DJ017 8.600 3.DM 5 5.02 50 1.4701 -L,1�0. ZM 14.400, t,D000 3.594 O B A I L E Y ' �P iv.b,,-,)p-group.com TRACK SECTION PROPERTIES TABLE BAILEY M t T A L Pit Oil U C Imperial Measurement Thickness Depth Flange Weight Yield A-.,!a 4, 8, M, L, Shear 1, Track, t A B F. N Designabori (in.) iiO flri.) i 16.q"i 1. (in-Ld.-) fin I 21 0.721 1.44 0.3V 0.438 0.0301 0.232 111 21, 1,110 0.3,81 39 0.302 7.27 5 14 ().375 0.571 0.03 25,8 Z220 0.525 12543 1.25 362T 1 3.69i 1 1 25 I180 13 ;J i6l 2J1 1.45 0,373 0,723 0.0482 0,376 14.00 20.9 43t0 0.671 1.45 (1,370 SC ,:;6 0921 0.0598 0.475 362T125-68 0.0113 3732 1.25 lAo 1 11, 19.20 21.0 6.020 0.901 1.25 2.110 10 0.62 110" i 1.47 0.365 1340 Q.M 0.675 3040 21.4 8.480 1340 0A017 li,?i 362T160-33 0.0346 3.701 1.50 0,780 33 i,,!Ay 1.411; 0.467 0,4199 0.0499 0.2G4 5.36 30.9 1-310 0.409 1.50 1.020 K. 1.48 OA65 0.6% 0.0645 NXI 7.57 10 2.220' 0667 362TI 50-54 00566 3.710 1,50 1.270 jc4 jV, 209 148 0-463 0.823 0.0801 0.431 14.60 25-2 4.1,10 0.726 -3 "SQ0 0-013 :j732 1.50 1.600 50 C.471 0 W 2 10 1.49 0.460 1.050 0.0996 0.542 2020 25.3 6.020 0.982 362TI50-97 0.1017 3.778 1-50 2.290 5f'; f 672 (1111 T!2" 2.1 5 1 -3.454 1.530 0.13BO 0.771 33.00 25,8 8.00 !.530 1.531 U. .328 1.310 0.451 3020=1 OM46 73,70t 2 C-0 0,897 il !!N,�1 05C 2 2!, 1.53 0.645 0.619 0.1100 0 5.65 41,0 362T200-43 0.0451 3.696 2.00 i,170 "i = I.,T,3 I--, 1.23 1,5"j 0.643 0808 0.1420 0.427 3.03 41.1 Z220 0.6,10 VW 2.00 1.470 61) 3 ISM 33.4 4,310 0.819 &62T200-U j 2 14 1.5; 0.641 1 w 01 770 0.536 3VM"8 0.,0713 3.732 U-0 US() 1310 0.M.0 0.675 21.60 33.6 6.020 1.120 1.5or 0,638 .920 O.M 1�0.963 3610 34.3 3652ow, (1.107 I'm 2.00 2.630 50 1157 0,632 1 - 8AW 1.820 0.765 7. 9.371 0.180 400TI25-33 0.0346 4.076 0.541) U309 0.265 5,97 25.6 00 1 400T12543 1 0.04$1: 4.071 1.26 0.9% 33 "S 156 0-30 0.716 0.0390 0.344 637 25.6 MG 0.60 400T125-54 0.0666 4 065 -5 1 1.250 5 '!Z7 237 1. 7 0,367 U04 0.0494 0.431 IMP) 2,1,8 4,310 0,V2 40T1250 0.0713 4 107 1.25 1,570 5� P-.;il-'2 iC 1.59 0,364 1.150 0.0612 0,541 200 20.9 US .111 400T 125-97 0.1017 4.153 125 2,240 - 1670 0-0846 0.768 34.6-0 21.4 9,390.1 46'e, -7 1.200 0.5 400TI5043 0-ow ON 1.50 0624 3., (%2"-. .7 6.19 C 2 1,60 OA60 OAU 0.0513 1.300 311'8 14 400T150-43 00451 4071 �,So 1,070 a, i i [j .0,1 OA 0,8 81.1 0,0662 0.190 8.71 30.9 2.220 0. 11 4=80-54 0.0w 4 085 150 1,3q ?.311 1,61 OA56 IMO 0.0823 0.469 16.80 211 4.310 0.908 40TF150-68 00713 4107 i,50 Vi90 5A 231 1.62 0.453 1,310 0,1020 1615 23.10 25.2 6.660 1220 n F)r�24 fi�'i) DA47 1.9M 0.1420 0.874 37.40 25.6 9.3901 I-9W I 4.153 2�33 1.64 A1017 2.410 0- 40OT2GM3 0.0346 4.076 2.00 0.94 K� 0�639 0368 0,113 0.371 U3 411.0 11.200 1 0,574 3[, 2T1 7 1.67 0 Z�7 1.67 0.637 IAO 60 0.482 9.23 41-1 Z220 0.799 40MZ04 O.Q41 4.071 2.00 1-210 33 JIR 122;� .. 0.1� 400T200-54 -3.05E 4,006 200 540 f,l 41.', 2 JS 1,67 .3.635 1,270 0,1820 0,60,4 17.80 33.4 4310 11.020 1 . ; - I - � 400rAM On 4.107 ZOO 1.940 50 n5;9 0 51g 1 211: 6 lli,T, 2.39 1.69 0.632 1,620 0.2270: 0.761 24.70 33.6 6.660 1.390 40OT20C-97 01017 4,153 200 2.76*0 9Z: cl'nWi) -W 1.11 0.626 2.360 0.3180 1.090 1 41.01) 1 34.1 9,390 2.240 i--7�,5--Tom r 7i 7.780 06 4722 210 0.339 1-4130 OMM OA65 01,9as -1)4 24 220 0.337 1.860 0.0436 0.604 n BM2543 0.0451 6.071 1.25 1 3[T, ��i 24.8 i7 1.71 Ub66 6A5 1.25 i.630 2.21 0.335 2,340 0,010 0.756 20.1 600T125-68 0.0713 6.107 125 ;060 132 L22 -9.333 2.970 0,0670 0,950 38.60 20.i 6840 Z9120 0.153 Sf' f��;:2 Alt' -.41 M 1327 4.200 n I-W 60.60 24011 13-900 MO 600T15033 0.0346 6.076 131 i,06C 031 1426 1.590 0.0566 0.517 M-0 30,3 11795 1.270 226 1, 0.673 14TIO 302 JAD 140 1,380 v I l.e.1 2.26 0.425 1070 0.0731 60OU5043 0.0451 6RI 1.50 MOT160-54 0.0566 6.085 11.50 1.730 6-#i rkl":1:11:; ".M 297 0.422 2.610 0.0908 0.843 27.40 24.5 3.480 2.339 2.180 50 141 6wrvjm IM o 27S �00192Y, 3 67, 2.27 0.420 3,310 0.1130 IM 40A 24.5 6MO 3.130 w 6, 600T150-97 0.1017 6.153 1.50 3.110 -0 -,jO I;15; 9-- 2.2�-- 0,414 A.780 0.1570 1-500 65.00 24.6 11WO 4.780 5 OEM o-m --VV7 zoo 1.180 3.1 ;%,46 Yi^i��V� 344 2.35 0.604 1,1110 0.12M 0-8V ��41 i 07 T. (199 40.9 0.795 1-W 600T20043 0-0451 6.071 2.00 i.530 J.-5 ).A'!1 40.9 1.760 1060 3.45 2311 0,602 2490 0,1630 0.809 16.80 480 6WT2" QASW Is,= Zbo 1.920 !4.- 1�-41 6! 1 IT 2.336 0,600 3.140 01W 1-010 32-30 33.2 1 620 60OT20"8 0.0713 6,107 200 2.420 61 I St19 0612 3.118 2.31 0.597 3,990 0,2540 1.280 43.80 33,31 6.840 3.610 6XIMU17 1111011 6.11i3 .2.00 3450 5(i 3 52 2.39 0.592 5.770 0.3550- I-M 70-60 336 IM 5-5111 BMT125-43 0.0451 8.071 1.25 171-5 57 7,;-,7, -7-7 N =95; 2.32 0.311 3.770 0-0459 0.924 19.00 23,8 1320 3,340 OZ66 &WG 1.25 2.020 i 2.83 0310 4.750 0.0569 1.160 37.00 193 2600 4260 E00TI2568 0.0713 8.107 125 Z 5,4 ,it) f:;4A .4` IT,*.1'# i)11C.1? 2.83 0,307 000 00705 !A50 5470 19.2 5.220 5,930 800T125-97 0,10417 011153 i.25 3.63j) 510 1.� I.Noll j CIG 7;1 .81 0,302 8.610 0.0974 2.0W 92.80 19.2 13M 8.61t- - - M - --- .v Z.7 775 1.020 -0 1 10 m 80OT15D43 0,0451 8.071 1.50 33 113 2.3 9 0.395 4140 0.0 194 293 .32 3.2 IA 2.120 �10 -1 U 0:V "Icil 7 2.90 0.393 5.210 0.0962 1.270 38.00 23.3 2600 4.49 5650 5220 6,!9 800T150-68 0.0713 8.107 2,670 7� 6-690 0.2.00 0.391 1200 1.600 800T150W 0.107 6,163, 1 3,800 511, = I ,L 6. 2.91 0.386 9.480 0.1660 2270 9660 23.7 13.900 9.460 71� 20 10 4A 80OT200-43 G 0451 8071 2.0-0 1.841) 3 .41 1320 3 820 1 �N 3.0 1 3,569 4.890 0,1750 1-A0 800,MV54 CAN 2.60G 4MO AM 2 M 2.310 �c (j i': 5 0 1 3.01 0.567 6.150 0.2180 ISM 39,20 32.7 SOMOMII 0.0713 6,107 210 -J 32., 5220 6-810 2 P10 if' -5 in 1.02 0.5FA 7790 0,2720 1.890 58.9 &)ff2D"7 0.1017, 11153 2.00 4,151) 30 4� 5,;7 3.Q3 D.558 11,200 0.3WO ZW Ifi&00 327 13MAD 10.800 1000T125-541 0.0566 MOM 25 2 A 10 Sr i 1,13 0.289 1311 113588 t630 4750 18-5 7080 Mill 1000T12M8 0.0713 10.10 1125 3.030 50 0 04W.10 10.i) -1.45 LQB2 1.370 3.44 028f) 10.WO 0,0730 1050 70.0 185 4170 9A0 10.00T125-97 0.1017 10,153 1.25 4.3213 '5 6 15.100 Gd 010 ZqjQ 124.00 184 12.100 15.100 1 75-00T15W 13,0566 0.085 1.50 2500 90 ?199 3.51 0,369 9. 780 48w 2V 2.000 7AW Dior 1000T150-66 0.0713 10.107 1.5o 3,150 C(Q' 352 0,366 11-400 0.1240 2.230 72.90 23.0 4,170 10.410 -1W-160,.97 0-1017 1M53 1.50 d.400 51) -1 32-6 3.53 0.362 14400 00720 13-170 131-no 22S 12.100 16.4oD 0.500 0.22801 U60 lo'LlOT200-54 00566 M085 2.00 2x9Q 7",7 R:. 8=1 I Inj M' 164 00.537 1 50.00 32.0 100 00 1�,,'.AV 3.65 OM4 13.300 0-2850 Z500 75.70 320 4.170 11.30 '10OUTzon-61. 'G.0113 .107 Zw 3390 �10 C1 . 11 z0o 4,040 "D 1 7 3.66 JZ29 19,100 C.39130 3,690 39.0o 311 4000ir2nn-97 U1017 10,153 -- 1 12100 18.400 1 1200T 1 25,,` jD.07T3 12.107 1,25 3510 Y!1-m,) I5.10 404 0269 %6W 0.0747 2.750 oToo 17.8 3A6O 15.100 15.io -1014 U.26S 24.100 0.1030 3.900 155.00 17.6 12007125-97 0.1017 12.1,13 i ��010 10.100 23.8011 1 - -U6- 18.100 o ISO 2.960 189.30 D-2 LOW 15.300 j ��",1:,' 1?.- 4 12 T.97JT 12.107 1.50 3.640 G. M0 1200'riS4,97 0.1017 12,153 51.180 �10 12.9 ij' 4.':? 0.341 26.000 0,1770 4-21,q 63.00 22 10.100 25 1200T?0D48 Q-9713 IZ107 2,00 3.Q0 510 0.506 ZO.Wo 0.294D 3,390 02.60 312 3,460 Itim 120OT2OM7 0-1017 11153 2.00 5,530 y'; :0T0 4-18 0-503 29.800 0.4410 4,820 17240 31., 10.100 28.200 TlI 2,).K, 4 0 0.254 252DD 0.0761 13 17 3.540 0JM 1 I4WT?2W L.14-10T US Cow 1370 21 6w 1400T125-97 OJ017 14,153 1 1.25 5,7 C, 3u 1r.AQ I V, .1.251 36.000 0.1050 5.020 18600 16,9 8.6,40 34.200 IF)2 1.50 4.1210 50. CC.- 0.3M 27.000 o.13w 3.790 106:LVj 2114 2.970 2ZWD 1 4.72 1400T15M8 U2- 38.600 0 181G 5.380 195.00 21-4 8 W 36 80D 0.1017 14.153 1.50 f 4 73 1 -i40-0T243.68 14.107 100 4.360 71,; 7-rag 0-9 30.5 2.571) 242W 140OT200.97 0.1017 14.153 2.00 C.220 yl A,89 OA8�- 4 H 6,100. 205-00 30-3 P,640.40.4'00 tV 3 (1 0.4210 Vi D M P 0 BAILEY MET;,'O -4 -group.com � Maximum allowable single span(fL)..-I, iw SPECIFIED V40 LOAD 50 1001 15 P.f.f '')ost 25 Pd 30 psl 35PSI -- GSD FACTORED VAND LOAD 7 PSI 14 ,gf 2.1 u,t 26 1 35 42 - Stud Strength Or Stud S ac:na(in; SWd 3 n1; 4:>I'u P^. 5u:: ,:cinr Stud S acln M.1 S1utl S cm (m.1 Stud 9 acin-tin: Desianaton Defection 12 16 24 12 '!1 2- 5 AI 2 18 24 12 16 24 12 16 -MF5 z6.4 ei,5 Y,5 13' S2 vk. 4. 1S'r: 106 13.6 t. 9.8' 124 103 8, ' ii.5 IOA' 8.[' 400S200$3 U360 19.1 73 °: "5 G9 9G 11,2 0.1 8.9 1,0.5 96 83' 1U.0 9.1 79, ftb 89,7 67-3 449 4;b c 2211 °1 14,9 2z a :6 S 112 17.9 135 9.0 14.9 112 1.5 12.8 9 d 6.4 - SDingul 363 31-d 2;i 25 i1.1 �0=+ ^1 1d.4 i;' h;,i 28 16.2 14.0 11S 14.8 12$ 10.5 13.7 119 9.1 4GOS200 43 U360 20.9 19.0 16.6 5 ti 31 1.',, t 3'' 1;: 1 11.t.0 05 122 Al 9.7 11.5 10.5 9.1 10.9 9.9 8.7 4 Web G lin 150.0 1180 75 I 6.I !1 ri ZL' 1B.8 l 30.0 22:5 15,0 25.0 18$ 125 21,4 16 1 10.7 Strength 48A 419 342 34 2 2?-G %•I:! 27 f• 2d.2 1:9 24 2 :9 111.1 21.6 187 i5.3 19.7 0.1 14.0 16.3 15.8 129 F� 40V.MS4 U360 M4 20.4 178 7 '4.1 5S i11 _1 14.' 125 11.2 13.1 119 10.4 ':2.3 11.2 9.8 11.7 tG.6 03 ` Web 339.0 251-0 169.0 1691,1 127 i; 84 31: 04,7 :v 5 M- 7 d3.5 424 67.8 50$ 339 56.5 424 282 48-4 2d2 Strength oS.a 433 39,5 ,1-5 ;4,'.1 27 3 �,'?. 22 3 e:7 r '4 2 19.7 25.0 21.6 17.6 228 19.7 16.1 <1,i 18.3 145 40OS20MS U360 24.0 218 19.1 i9 1 17; 15.1 6' 1 8 12_C 14.0 128 112 132 12.0 101 12.6 11.4 100 Web Crippling 504-0 378.0 2C 1 F4.0 '3" 16+;:i -'5 0..0 101.0 75.6 50.4 84.0 63.0 420 72.0 54.0 38.0 Smgm 66.0 572 46.7 -167 4,?a 7 3".; '33J 3a0 iS.6 23.4 29.5 266 209 27.0 23.4 19.1 25.0 21.6 17.1 40USM97 U360 26.6 24.2 21 I %:' i? r !:y 133 15.6 14.1 12.3 14-6 13.3 11.G 13.9 i 26 OJI Web ftpfiru BkO 1 510.0 .140.0 340 0 1 "5 0 170.0 G ;0 "^n t`a n 85il 136.0 102.0 68.0 J13.0 85A 56.7 971 729 46.6 Strength 3?5 32.5 26.6 26 5 1?.:I t1+2 113 16.8 14.5 1Mi 15.3 13.3 10.8 14.2 12 3 10-0 40OS2W43 I= 22.0 7-0.0 17 4 7- i'1 1'r 6 1 1; 12.8 11.7 10.2 12.1 11.0 9.6 11.5 10A 9.1 Stud YkDC 15Q0 113.0 75.1 5.1 '08:? 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't,:; 17' 20.3 18.4 16.1 19.1 174 M 1.5.2 16.5 144 W40 493.0 329A 324_dI 2-1C D 16a' L;.i 0. 1; 2_.0 S2 1 131.0 9B.6 7 1t 0 821 SU 93.9 704 45. St/eng61 36.1 33.0 ZI.G 27 _:,.- 1r+1 5 Y:' ?' 5' 13 5 17.1' 14.8' 12.4^ 15.61 13.5 11.6 14.4' 125` 10.2` 600S20033 11360 26.1 23.7 20.7 0.7 IN.9 list tti' 16 E0 111' 15.3 13.9' 121' 14.4' 13.f' 11,4' .13P 12.4- 10.9' Web CdPOM 84.4 63-3 42.2 42.2 31J7 .'1`i 2i;,1 L! !4 1 %1' 5.8 M 16.9 12.7 84 14.1 10.6 7.0 12.1 9.1 6.0 Stranger 45.6 395 322 32.2. 27.9 .2 z ;F'. 7 ii 1 q` C 19.7 161 20.4 17.7 14.4' 18.6 16.1 132 172 14.9 122' 6005200 43 U360 28-6 26.17 22.7 22.7 20.6, N:;J 2 1 i,.! j.. 4 'A 3 16.7 15.2 13.3 15.7 14-3 12.5 15.0 13.6 11.9' Yftcraghk3 .143A 107-0 71.3 71.3 S 5.7 - "57 %^.,C 2e,? 17.8 28.5 21.4 14.3 23.8 17.6 11.9 0.4 15.3 10.2 SVengttl 60.6 523 43.0 4'i 0 7 2 0:= :i 1 4 2 ;Y2 2c 3 2.1.5 27,2 23.6 19.2 24.8 21.5 17.6 280 19 9 6 3 60OS200-54 U38D 30.7 27.9 24.4 24 1 I;i3 ?+? ^:, 161; ],? 17G 15.4 18.0 16.3 14.3 16.9 15.4 111.4 16.1 14.6 17.7 2' Web CrOeq 3240 243.0 1520 1t>L'` 12231 ue.i r,1' i.3 64.8 48.6 32A 54A 40.5 27.0 46:3 34.7 23.1 Site* 70.7 61.2 50.0 500 43.3 35. -0 8 981f 35 1 R-6 25.0 31.6 27A 224 28.9 25.0 20.4 26.7 23.1 189 U2 d00S2D068 U360 33.0 29.9 26.2 2C 2 23.8 2';3 22 8 I J.1 20 J G 16.ii 19.3 173 15.3 16.1 16,5 14 A 17.2 15.6 13.7 5f@' NeDG 485.0 363.0 242.0 242.0 IF,.20 1_t G ti';: i U 3 'L0 9; 60.6 :6.9 72.7 48.5 80.8 60.6 40.4 692 51.9 34.5 SUerith 87.0 75.4 61.5 61.5 _•0_i i:;5 l::i 30 5 38.9 33.? 2?A 35-5 30.6 25.1 329 28.5 23.3 6005200-97 tlJ60 36.6 33.2 2911,1 29 0 ?8- %:i ii _:}.il 3 C U.4 16.3 21.4 19A 17.0 20.1 18.3 16.0 19.1 17.4 15.2 Web 557,0 d93.G 329.0 3c 0 24 .0 1d4 J 2 1 124 U. 1 i.0 96.6 55.7 C0 921 54.8 93.9 7G.A 46.9 Notes:The asterisk indicates that end taer,crippling gol7er ns ?2edir e aA;-:a'stllo 1^ight r.,,?1,1 v.ait•.1.p,:1i,1g va G,tI.P.I vkied of design end connections that are not susceptible to web rripphng. 0 S II_EY nr,g_-I ,J, :) 1t <�.1`. 1_i'r-., :��•. ,.brrip-group.com STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: _ Printed:23 APR 2010,3:03PM File=iV perl Mork h'Ies1PR0JEC-1180W-%163D-11180417-218163E-1.EC6 2-D Frame ENERCALC,INC.19832017.Bu1d:10 t7.12.10,Ver10.17.12A0 Description: FRAME#1-STRENGTH DESIGN I Joints... Joint Joint Coordinates Joint Label ' ft ft � X Translational Restraint Y Translational Restraint Z Rotational Restraint Tdemp F 1 0.0 0.0 Fixed Fixed Fixed 0 2 0.0 b 13.50 0 3 0.0 28.0 0 4 0.0 40.0 0 5 ; 18.50 0.0 Fixed Fixed Fixed 0 6 18.50 13.50 0 7 18.50 28.0 0 8 i 18.50 I 40.0 _f _ __ __ 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Pro a Label Length I End J End Label p �Y I I Joint J Joint a x Y z (rotation) x y z (rotation) I — 1-2 ColLine 1 1 2 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 2-3 ColLine 1 2 3 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 2-6 BmLvl 1 2 6 18.500 Fixed Fixed Fixed Fixed Fixed Fixed 3-4 ColLine 1 3 4 12.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 8mLvl2 3 7 18.500 Fixed Fixed Fixed Fixed Fixed Fixed 4-8 BmLvl3 4 8 18.500 Fixed Fixed Pinned Fixed Fixed Pinned 5-6 ColLine 2 5 6 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 6-7 ColLine 2 6 7 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 7-8 ColLine 2 7 8 12.000 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data...— Member Unbraced Lengths Slenderness Factors I AISC Bending&Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 1-2 13.500 13.500 1.00 1.00 I Internal Internal 2-3 14.500 14.500 1.00 0.65 Internal Internal 2-6 18.500 18.500 100 0.65 Internal Internal STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM File=\Umperinetwork fies1PROJEC-118000�8-11816aD-11180417 218163-f--1.EC6 , 2-D Frame ENERCAl INC 19D2017 Build:10.17.1210,ver:10.17.12.10 Description: FRAME#1-STRENGTH DESIGN Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 3-4 12.000 12.000 I 1.00 0.65 Internal Internal 3-7 18.500 18.500 1.00 0.65 Internal Internal 4-8 18.500 18.500 1.00 1.00 Internal Internal 5-6 13.500 13.500 1.00 1.00 Internal Internal 6-7 14.500 14.500 1.00 0.65 Internal Internal 7-8 12.000 12.000 1.00 0.65 Internal Internal Materials... Member I Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0,000000 1.00 Steel 29.000.00 0.490 0.000007 46.00 Wood 1.800.00 0.035 0.000000 0.00 Wood Material Data... Wood,Not Defined, Density=0.035pci, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= 1 Member Sections... Prop Label Group Tag Material j Area Depth Width bix lyy Default Grouo Default 1.0102 0.0 in 0.0 in 1.0 in"4 1.0 inA4 HSS6x6x5/8 ColLine 1 Steel 11.70 in"2 6.0 in 6.0 in 55.20 inA4 55.20 inA4 HSS6x6x5/8 ColLine 2 Steel 11.70 inA2 6.0 in 6.0 in 55.20 inA4 55.20 inA4 HSS12x6x3/8 BmLvl 1 Steel 11.80 it 12.0 in 6.0 in 215.0 inA4 72.90 inA4 HSS12x6x3/8 BmLvl 2 Steel 11.80 inA2 12.0 in 6.0 in 215,0 inA4 72.90 inA4 HSS6x6xl/4 I BmLvl 3 i Steel 5.240 in"2 6.0 in 6.0 in 28.60 inA4 28.60 inA4 Member Point Loads.... Note: Loads labeled"Global Y"act downward(in "-Y"direction) Member I Load Distance from j Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 4-8 Global X 0 ft 0.1180 k 3-7 Global X 0 ft 0.5210 k 2-6 Global X 0 ft i, 0.370 0.650 k 2-6 Global X 0 ft I 0.420 k Member Distributed Loads.... Note: Loads labeled"Global Y"act downward in"-Y"direction Member Load Load Extents Load Magnitude Label Direction End ft Dead Roof Live Live Snow Seismic Wind Earth 12 GlobaEX 0.0 Start Mag-: 0.0540 k/ft - 13.50 End Mag: 0,0540 k/ft 2-3 Global X 0.0 Start Mag: 0.0540 k/ft 14.50 End Mag: 0,0540 k/ft 3-4 Global X 0.0 Start Mag: 0.0540 k/ft 12.01 End Mag: 0.0540 k/ft 3-7 Global X 0,01 Start Mag: 0.070 k/ft 18.5& End Mag: 0.070 k/ft 2-6 Global Y 0.0 Start Mag: 0.0840 k/ft 18.50 End Mag: 0.0840 k/ft Strength/Stress Load Combinations ASCE 7-10 Load Combination Cd Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +D+H 0.9 - 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.151 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.25 1.0 0.750 0,750 1.0 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM File=WsspeAnehvOtkfiles%PROJEC-119000-8-11616N)-111806t7-218163F-1.E06 2-D Frame ENERCALC,INC 19n2017,6uild:M7.1210,V�10.17.12.10 KW-06011301 Description: FRAME#1-STRENGTH DESIGN +t+0 50.7�_L+0 750S+H 1,1 ! 10 0.750 _ 0.750 1.0 Strength/Stress Load Combinations ASCE 7-10 1 Load Combination Cd Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +D+0.60W+H 1.6 1.0 0.60 1.0 +D+H 0.9 1.0 1.0 +D+0.750Lr+0.750L+0,450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.6 i 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +0.60D+0.60H 0.9 0.60 0.60 Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+-H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 10 +D+0,750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 060 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only I 1.0 W Only 1.0 E Only 1.0 H Only 1.0 i STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM - — File=WaspedneNwrtc fdesUPROJEC-118 OM-118163.0-11180417-218163E-1.EC6 2-D Frame ENERCALC.INC 1983-2017,Build:10.17.1210.Ver.10.17.12.10 Covington Description: FRAME#1-STRENGTH DESIGN Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label i X Y Z in in Radians 1 0.0 0.0 0.0T Max W Only W Only 1 0.0 0.0 0.0 Min D Only D Only 2 0.07693 -0.000150 -.0000020 Max W Only D Only D Only 2 0.000415 -0.003473 -.000090 ` Min D Only W Only W Only 3 0.05107 -0.000228 0.000368 Max W Only D Only W Only STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM Fie=WaspeAnehwrk pled OJEC-11B900-8-1%163-D-WW417-219163E-/.EC6 2-Q Frame ENERCALC,INC.19a2017.Build:10.17 U-10,Ver101712.10 r.r . . . Description: FRAME#1-STRENGTH DESIGN Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label I X Y Z in in Radians 3 .0000940 -0.007321 0.0 Min D Only W Only D Only 3b 0.0 -0.000228 0.000659 Max W Only D Only W Only 3b 0.0 -0.007689 .0000020 Min D Only W Only D Only 4 -0.000122 -0.000229 .0000770 Max D Only D Only W Only 4 -0.02116 -0.008056 -.0000030 Min W Only W Only E Only 5 0.0 0.0 0.0 Max W Only D Only 5 0.0 0.0 0.0 Min D Only W Only 6 0.07615 -0.000125 .0000030 Max W Only D Only D Only 6 0.000416 -0.007189 -.0000990 Min D Only W Only W Only 7 0.05099 -0.000188 0.000131 Max W Only D Only W Only 7 .0000940 -0.003341 .0000030 Min D Only W Only D Only 8 -0,000122 -0,000187 0.000276 Max D Only D Only W Only 8 -0.02104 -0.002606 0.0 Min W Only W Only D Only Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z 1 k k k-ft 1 0.006662 0.3061 Max D Only D Only -6.733 -13.385 Min W Only W Only 2 Max Min 3 i Max Min I 3b -0.003764 Max D Only -3.858 Min W Only 4 Max f Min j 5 -0.002898 13.385 Max D Only W Only -0.2064 0.2329 Min W Only D Only 6 Max Min 7 Max STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM File=sVasper+networK filesiPROJEG118000.8-i%163D-11180417-218163F-1.EC6 2-D Frame ENERCALC,INC.198332017,Bu1d:10.17.12.10,Ver10.171210 t.0Covington Description: FRAME#1-STRENGTH DESIGN Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft Min 8 Max Min I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM File=I asper4 bet Mes1PROJEC-118000-8-1%163-D-11180417-218163E-1.EC6 2-D Frame ENERCALC,INC 1983.2017,Sudd:10.171210,Ver.10.17.12.10 KW-06011301 Licensee Cov ngtofr Description: FRAME#1-STRENGTH DESIGN X I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM --- —Fife=WasmMetwak rileslPROJEC-118000.8-118163.0-11180417-Z8163F-/.EC6 2-D Frame ENERCALC.INC 1983-2017.Build:1017.12.10,Ver.10.17AV0 060 Covington Description: FRAME#1-CONNECTION DESIGN i i Joints... Joint Joint Coordinates Joint Label X Y X Translational Restraint Y Translational Restraint I Z Rotational Restraint Temp ft ft deg F 1 0.0 0.0 Fixed Fixed Fixed 0 2 0.0 13.50 0 3 0.0 28.0 0 4 0.0 40.0 0 5 18.50 0.0 Fixed Fixed Fixed 0 6 18.50 13.50 ! 0 7 18.50 28.0 0 8 18.50 40.0 0 Members... Member Endpoint Joints ' Member Releases Specify Connectivity of Member Ends to Joints Property Label Length I End J End Label I Joint J Joint I ft x y z (rotation) x y z (rotation) 1-2 ColLine 1 1 2 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 2-3 ColLine 1 2 3 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 2-6 BmLvl 1 2 6 18.500 Fixed Fixed Fixed Fixed Fixed Fixed 3-4 ColLine 1 3 4 12.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 13mLvI2 3 7 18.500 Fixed Fixed Fixed Fixed Fixed Fixed 4-8 BmLvl3 4 8 18.500 Fixed Fixed Pinned Fixed Fixed Pinned 5-6 I ColLine 2 5 6 13.500 I Fixed Fixed Pinned Fixed Fixed Fixed 6-7 ColLine 2 6 7 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 7-8 ColLine 2 7 8 12.000 Fixed Fixed Fixed I Fixed Fixed Fixed Member Stress Check Data... Member i Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 1-2 13.500 13.500 I 1.00 100 Internal Internal 2-3 14.500 14.500 1.00 065 Internal Internal 2-6 18,500 18.500 1.00 0.65 Internal Internal STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM Rile=Wasp~mork MM%PROJEC-118o048-1%1634)-11180417-M63F-1.EC6 ' 2-D Frame ENERCALC,INC.1983-2017 Buitd:10.17 12.10.Ver10.17.1210 KW-06011301 Description: FRAME#1-CONNECTION DESIGN Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 3-4 12.000 12.000 1.00 0.65 Internal Internal 3-7 18.500 18.500 1.00 0.65 Internal Internal 4-8 18.500 18.500 1.00 1.00 Internal Internal 5-6 13.500 13.500 1.00 1.00 Internal Internal 6-7 14.500 14.500 1.00 0.65 Internal Internal 7-8 12.000 12.000 1.00 0.65 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr Jksi Default 1.00 I 0.000 0.000000 1.00 Steel 29.000.00 ! 0.490 0.000007 46.00 Wood 1.800_.00 III 0.035 0.000000 0.00 _ Wood Material Data... Wood,Not Defined, Density=0.035pci, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= Member Sections... f Prop Label Group Tag Material Area Depth Width Ixx lyy Default Grouo Default 10 in12 0.0 in 00 in 1.0 in 1.0 in"4 HSS6x6x5/8 ColLine 1 Steel 11.70 in^2 6.0 in 6.0 in 55.20 in^4 55.20 in^4 HSS6x6x5/8 ColLine 2 Steel 11.70 in^2 60 in 6.0 in 55.20 in^4 55.20 in^4 HSS10x6x5/8 BmLvi 1 Steel 16.40 in^2 10 0 in 6.0 in 201.0 in^4 89.40 in^4 HSS10x6x5/8 BnnLvl 2 Steel 16,40 in^2 10.0 in 6.0 in 201.0 in^4 89.40 in^4 HSS6x6xl/4 BnnLvl 3 Steel 5.240 in^2 60 in 6.0 in 28.60 in^4 28.60 in^4 Member Point Loads.. Note: Loads labeled"Global Y"act downward(in"-Y"direction) Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 4-8 Global X 0 ft 0.1180 k 3-7 Global X 0 ft 0.5210 k 3-7 Global X 0 ft 4.20 4.20 k 2-6 Global X 0 ft 0.370 0.650 k 2-6 Global X 0 ft 0.420 k 2-6 Global X 0 ft 4.20 4.20 k Member Distributed Loads.... Note: Loads labeled"Global Y"act downward in"-Y"direction Load 1 Load Extents Load Magnitude Member Star Label Direction j End ft Dead Roof Live Live Snow Seismic Wind Earth -- Global X 0.0: StarkMAg=- 00540 k;'ft 1350 End Mag 0.0540 k/ft 2-3 Global X 6.0 Start Mag 0.0540 k/ft 14.50 End Mag 0.0540 k/ft 3-4 Global X 0.0 Start Mag 0.0540 k/ft 12.0 End Mag 0.0540 k/ft 3-7 Global X 0.0! Start Mag 0.070 k/ft 18.501 End Mag 0.070 k/ft 2-6 Global Y 0.0 Start Mag 0.0840 k/ft 18.50 End Mag 0.0840 k/ft Strength/Stress Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Cd Dead Roof Live Live Snow Seismic Wind Earth +D+H -- 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1,25. 1.0 1.0 1.0 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Pdnted:23 APR 2018.3:03PM - - Fle=WasperV*Nfo k filesTRWEC-118000-8-1{81634-11180417-2t8163F-1.EC6 11111 2-D game ENERCALC,INC.1983-2017,Bud&.10.17.12.10,Ver10.17.12.10 KW-06011301 Description: FRAME#1-CONNECTION DESIGN +D+S+H _ i 1.11 : 1._0 1 0 1.0 Strength[Stress Load Combinations ASCE 7-10 Load Combination ! Cd Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind _ Earth +D-O750Lr+0.750L+H I 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+H 0.9 1.0 1.0 +D+0.750Lr+0.750L+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0,750 0.450 1.0 +D+0,750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +0.60D+0.60W+0.60H 1.6 I 0.60 0.60 0.60 +0.60D+0.60H 0.91 0.60 0.60 Reaction Load Combinations ASCE 7-10 i Load Combination Load Combination Factors Description __ Dead Roof Live Live Snow Seismic Wind Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.01 0 E Only 1.0 H Only STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Punted:23 APR 2018.3:03PM File=1UaspeMe wrk fileslPROJEC-118000.8-118163.0-1118Ul7-218163F-1.EC6 jIll 2-Q Frame ENERCALC.INC.1983-2017.Bm1d:10.17.1210,Ver.10.17.1210 Description: FRAME#1-CONNECTION DESIGN Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 1 0.0 0.0 0.0 Max W Only W Only 1 0.0 0.0 0.0 Min D Only D Only 2 0.07693 -0.000150 -.0000020 Max W Only D Only D Only 2 0.000415 -0.003473 -.000090 Min D Only W Only W Only STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM - " — — Flle==lVaspeonetmrk MasnoiEC-118 Wt-118163 D-111B0417-218163-F-1.EC6 2-Q Frame ENERCALC,INC 1983.2017.8ulld:10.17.1210.Ver.10.17.1210 KW-06011301 Description: FRAME#1-CONNECTION DESIGN Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 3 0.05107 -0,000228 0.000368 Max W Only D Only W Only 3 .0000940 -0.007321 0.0 Min D Only W Only D Only 3b 0.0 -0.000228 0.000659 Max W Only D Only W Only 3b 0.0 -0.007689 .0000020 Min D Only W Only D Only 4 -0.000122 -0.000229 .0000770 Max D Only D Only W Only 4 -0.02116 -0.008056 -.0000030 Min W Only W Only E Only 5 0.0 0.0 0.0 Max W Only D Only 5 0.0 0.0 0.0 Min D Only W Only 6 0.07615 -0.000125 .0000030 Max W Only D Only D Only 6 0.000416 -0.007189 -.0000990 Min D Only W Only W Only 7 0.05099 -0.000188 0.000131 Max W Only D Only W Only 7 .0000940 -0.003341 .0000030 Min D Only W Only D Only 8 -0.000122 -0.000187 0.000276 Max D Only D Only W Only 8 -0.02104 -0.002606 0.0 Min W Only W Only D Only Extreme Joint Reactions Only Load Combinations giving maximum values are listed I Joint Reactions Joint Label X Y Z k k k-ft 1 T_- 0.006662 0.3061 Max D Only D Only -6.733 -13.385 Min W Only W Only 2 i Max Min I 1 3 Max Min 3b I -0.003764 Max D Only -3.858 Min W Only 4 Max Min 5 0.002898 13.385 Max D Only W Only -0.2064 0.2329 Min I W Only D Only 6 Max Min i STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM File=1Uasper r~fbs%PROJEC-1180M-118163D-11180417-ZB16&F-1.EC6 2-Q Fragne ENERCALC,INC.1983-2017,ButldaQ17.1210,Ver.10.17.12.10 KW-06011301 Description: FRAME#1-CONNECTION DESIGN Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft Max t Min 8 Max Min t STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: _ Printed:23 APR 2018,3:03PM Fii-- 1Uaspernewxk ftles�PROJEC-1kB000-8-1%163-D-1N80417-218163-F-1.EC6 2-D Frame ENERCALC,INC.1983.2017,Build:10.17.1210,Ver10 17 12.10 0.0 Covington Description: FRAME#1-CONNECTION DESIGN X X STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM T File=Waspeftetvwrk files'PROJEC-118000-8-118163D-t1180417-216163-F-1 EC6 2-Q Frame ENERCALC,iNC.1983.2017,Buifd:tO;t7.t2.10.Ver1017 12.10 KW-06011301 Description: FRAME#1-SERVICE LOADS XX Joints... Joint Joint Coordinates Joint Label I X Y X Translational Restraint Y Translational Restraint Z Rotational Restraint Tern deg F I ft ft 1 0.0 0.0 Fixed Fixed Fixed 0 2 0.0 13.50 0 3 0.0 28.0 0 4 I 0.0 40.0 0 5 18.50 0.0 Fixed Fixed Fixed 0 6 18.50 13.50 0 7 18.50 28.0 0 8 18.50 40.0 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Property Label Length I I End J End Label p rtY Joint J Joint ft x y z (rotation) x y z (rotation) 1-2 ColLine 1 1 2 13.500 ; Fixed Fixed Pinned Fixed Fixed Fixed 2-3 ColLine 1 2 3 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 2-6 BmLvl1 2 6 18.500 Fixed Fixed Fixed Fixed Fixed Fixed 3-4 ColLine 1 3 4 12.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BmLvl2 3 7 18.500 Fixed Fixed Fixed Fixed Fixed Fixed 4-8 13mLvI3 4 8 18.500 Fixed Fixed Pinned Fixed Fixed Pinned 5-6 ColLine 2 5 6 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 6-7 + ColLine 2 6 7 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 7-8 I ColLine 2 7 8 12.000 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending 8r Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 1-2 13.500 13.500 100 1.00 Internal Internal 2-3 14.500 14.500 100 1.00 Internal Internal 2-6 18.500 18.500 1.00 1.00 Internal Internal STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM - - - He=WaspeMeNvork MesIPROJEC-1190048^1161634)-11180417-1181W-1.EC6 2-© game ENERCALC,INC 1883,2017,BUBtx10.1Zt210i vO:10.11.1210 Lic. KW-06011301 Licensee Covington Description: FRAME#1-SERVICE LOADS Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label Lu:z ft Lu:y 1 K:z K:y __ Cm Cb 3-4 12.000 12.000 1.00 1.00 Internal Internal 3-7 18.500 18.500 1.00 1.00 Internal Internal 4-8 18.500 18.500 1.00 1.00 Internal Internal 5-6 13.500 13.500 1.00 1.00 Internal Internal 6-7 14.500 14.500 1.00 1.00 Internal Internal 7-8 12.000 12.000 1.00 1.00 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr _ ksi Default 1.00 0.000 0.000000 1.00 Steel 29.000.00 0.490 0.000007 46.00 Wood 1.800.00 0.035 0.000000 _ 0.00 _ Wood Material Data... Wood,Not Defined, Density=0.035pci, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= Member Sections... Prop Label Group Tag Material Area Depth Width ixx lyy Default Grouu Default .0 in`2 0.0 in 0.0 in 1.0 in"4 - in"4 HSS6x6x5/8 ColLine 1 Steel 11.70 inA2 6.0 in 6.0 in 55.20 inA4 55.20 inA4 HSS6x6x5/8 ColLine 2 Steel 11.70 inA2 6.0 in 6.0 in 55.20 inA4 55.20 inA4 HSS10x6x5/8 BmLvl 1 Steel 16.40 inA2 10.0 in 60 in 201.0 inA4 89.40 inA4 HSS10x6x5/8 BmLvl 2 Steel 16.40 inA2 10.0 in 6.0 in 201.0 inA4 89.40 inA4 HSS6x6x1/4 BmLvl 3 Steel 5.240 inA2 6.0 in 6.0 in 28.60 inA4 28.60 inA4 Member Point Loads.... Note: Loads labeled"Global Y"act downward(in'W'direc�on) Member Load Distance from Load Magnitude Label Direction "I"Joint _ Dead Roof Live Live Snow Seismic_ Wind Earth 2-6 Global X 0 ft 0.420 k 2-6 Global X 0 ft 0.370 0.440 k 3-7 Global X 0 ft 0.5210 k 4-8 Global X 0 ft 0.1180 k Member Distributed Loads.... Note: Loads labeled"Global Y"act downward(in"-Y"direction) Member Load Load Extents Load Magnitude Label Direction Start ft Dead Roof Live Live Snow Seismic Wind Earth v^iobal Y EndO v sty t"�!ag 0,070 k/ft 18.50 End Mag 0.070 k/ft 2-3 Global X 0.0 Start Mag 0.0360 k/ft 14.50 End Mag 0.0360 k/ft 34 Global X off Start Mag 0.0360 k/ft 120 End Mag 0,0360 k/ft 2-6 Global Y 0.0 Start Mag 0.0840 k/ft 18.50 End Mag 0.0840 k/ft 1-2 Global X 0.0 Start Mag 0.0360 k/ft 13.50 End Mag 0.0360 k/ft Strength/Stress Load Combinations ASCE 7-10 Load Combination Cd Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +p+H - 0.9t 1" 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 1.0 -FD+0.750Lr+0.750L+H 1.25 1.0 0.750 0.750 1.0 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM - File=lUwpeAmWAfReSwROJEC-lMM-a-IW163-p-1�1e0417-na1s3-F-1.ECe 2-D Frame ENERCALC,INC 1983.2017.9vi1d:10.17.t2.10,Ver.10.17,12.10 Description: FRAME#1-SERVICE LOADS +Q+0.7501-A 50S-H 1.15; 1.0 0,750 0.750 -_ Strength/Stress Load Combinations ASCE 7-10 Load Combination Cd Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +D+0.60 W+H 1.6 1.0 0.60 1.0 +D+H 0.9 1.0 1.0 +D+0.750Lr+0.750L+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0,750S+H I 1.15 1.0 0.750 0.750 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +0.60D+0,60H 0.9 0.60 0.60 Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0,750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0,750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +D+H - -- - 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0,750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0,70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0,750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 1.0 H Only STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM 2-� FrameFile=tU�niesPROJEC-INOM-1{8laD-111b0417-261OF-1.ECO ENERCALC,INC,lgn2017,Bu8d:10.1712.10,Ver.10,17.1210 pffmmnm� i Description: FRAME#1-SERVICE LOADS Extreme Joint Displacements Only Load Combinations giving maximum values are listed I Joint Displacements Joint Label ! X Y Z f in in Radians 00 0.0 0.0 Max W Only W Only 1 0.0 0.0 0.0 Min D Only D Only 2 0.07693 -0.000150 -.0000020 Max W Only D Only D Only 2 0.000415 -0.003473 -.000090 Min D Only W Only W Only 3 0.05107 -0.000228 0.000368 Max W Only D Only W Only STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM File=lWsspednelWwkh1esIPROJEC—ri800a&-1%163-D-11180A1 7-2181 6 3-F-1.EC6 ' 2-D Frame ENERCALC,INC.1983-2017,Build:10,17.1210,Ver.10.17.1210 Description: FRAME#1-SERVICE LOADS Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 3 .0000 440 -0.007321 0.0 Min D Only W Only D Only 3b 0.0 -0.000228 0.000659 Max W Only D Only W Only 3b 0.0 -0.007689 .0000020 Min D Only W Only D Only 4 -0.000122 -0.000229 .0000770 f Max D Only D Only W Only 4 -0.02116 -0.008056 -.0000030 Min W Only W Only E Only 5 0.0 0.0 0.0 j Max W Only D Only i 5 0.0 0.0 0.0 f Min D Only W Only 6 0.07615 -0.000125 .0000030 Max W Only D Only D Only 6 0.000416 -0.007189 -.0000990 Min D Only W Only W Only 7 0.05099 -0.000188 0.000131 Max W Only D Only W Only 7 .0000940 -0.003341 .0000030 Min D Only W Only D Only 8 -0.000122 -0.000187 0.000276 Max D Only D Only W Only 8 -0.02104 -0.002606 0.0 II Min W Only W Only D Only Extreme Joint Reactions Only Load Combinations giving maximum values are listed i Joint Reactions l Joint Label ( X Y Z III k k k-ft 1 0.006662 0.3061 Max D Only D Only -6.733 -13.385 Min W Only W Only 2 i Max I 3 Min Max i Min 3b -0.003764 Max D Only f -3.858 Min W Only 4 Max Min 5 -0.002898 13.385 i Max D Only W Only -0.2064 0.2329 Min W Only D Only 6 Max i t Min 7 I Max STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Pdnted:23 APR 2018,3:03PM - Fle=l asWrMetvrotkfiles+PROJEC-1%000-8-1%163D-1t180417-208163F-1.EC& 2-D Frame ENERCALC,INC.1983-2017,Build:10.17.12.10,Vw.%IZ12.10 W. WI.I . . Description: FRAME#1-SERVICE LOADS Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft Min 8 Max ! Min STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: _ Printed:23 APR 2018,3:03PM File=,Uasperinelwmtc fiesIPROJEC-1t8000 8-118163D-11180417-218163E-1 EC6 2-© game ENERCALC.INC.1902017,BuiW:10.17.12.10.Vee10:t7.12.10 KW-06011301 Licensee Covington Description: FRAME#1-SERVICE LOADS STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM Fle=WwperbteMork 61es1PRQ1EC-1000-8-118163.0-11180417-218163-F-EEGs 2-D Frame ENERCALC.INC.1983.2017.BuiW0.17.121G Ver1017.1210 Licensee: Covington KW-MI1301 Description: FRAME#2-STRENGTH DESIGN i Joints... Joint Joint Coordinates Joint Label I X Y X Translational Restraint I Y Translational Restraint Z Rotational Restraint Temp ft ft deg F 1 0.0 0.0 Fixed Fixed Fixed 0 2 0.0 13.50 0 3 0.0 28.0 0 3b 0.0 34.0 Fixed 0 4 0.0 40.0 0 5 3.50 0.0 Fixed Fixed Fixed 0 6 3.50 13,50 0 7 3.50 28.0 0 8 3.50 40.0 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Property Label Length I End J End Label I Joint J Joint e X y z (rotation) X z (rotation)_ 1-2 ColLine 1 1 2 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 1-5 BRACE 1 6 13.946 Fixed Fixed Pinned Fixed Fixed Pinned 2-3 ColLine 1 2 3 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 2-6 BmLvl 1 2 6 3.500 Fixed Fixed Fixed Fixed Fixed Fixed 3-4 ColLine 1 3 3b 6.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BmLvl2 3 7 3.500 Fixed Fixed Fixed Fixed Fixed Fixed 3b-4 ColLine 1 3b 4 6.000 Fixed Fixed Fixed Fixed Fixed Fixed 4-8 BmLvl3 4 8 3.500 Fixed Fixed Fixed Fixed Fixed Fixed 5-6 ColLine 2 5 6 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 6-7 ColLine 2 6 7 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 7-8 ColLine 2 7 8 12.000 Fixed Fixed Fixed Fixed Fixed Fixed STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: _ Printed:23 APR 2018,3:03PM File=Naspe6neWrk files%PROJEC-1180oQ-8-1181634-11180417.-2161w-LEGS 2-D Frame ENERCALC,INC-1983-2017.9u11d:10.1Tt21QVer.t0.t7.t2.10 KW-06011301 Description: FRAME#2-STRENGTH DESIGN Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 1-2 13.500 13.500 1.00 1.00 Internal Internal 1-5 13.946 13.946 1.00 1.00 1.000 1.000 2-3 14.500 14.500 1.00 0.65 Internal Internal 2-6 3.500 3.500 1.00 0.65 Internal Internal 3-4 6.000 6.000 1.00 0.65 Internal Internal 3-7 3.500 3.500 1.00 0.65 Internal Internal 3b-4 6.000 6.000 1.00 1.00 1.000 1.000 4-8 3.500 3.500 1.00 0.65 Internal Internal 5-6 13.500 13.500 1.00 1.00 Internal Internal 6-7 14.500 14.500 1.00 0.65 Internal Internal 7-8 12.000 12.000 1.00 0.65 Internal Internal j Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0.490 0,000007 46.00 Wood_ 1.800.00 i 0.035 0.000000 0.00 Wood Material Data... Wood,Not Defined, Density=0.035pci, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= Member Sections... Prop Label I Group Tag Material Area Depth Width hoc lyy Default Grouo Default 1.0 in^2 0.0 in 0.0 in 1.0 inA4 1.0 inA4 HSS12x4x3/8 ColLine 1 Steel 10.40 inA2 12.0 in 4.0 in 168.0 inA4 28.90 inA4 HSS12x4x318 ColLine 2 Steel 10.40 inA2 12.0 in 40 in 168.0 inA4 28.90 inA4 HSS12x4x3/8 BmLvl 1 Steel 10,40 inA2 12.0 in 40 in 168.0 inA4 28.90 inA4 HSS12x4x318 BmLvl 2 Steel 10.40 inA2 12.0 in 4.0 in 168.0 inA4 28.90 inA4 HSS12x4x3/8 BmLvl 3 Steel 10.40 inA2 12.0 in 4.0 in 168.0 inA4 28.90 inA4 HSS6x6xl/2 j BRACE Steel 9.740 inA2 6.0 in 6.0 in 48.30 inA4 48.30 inA4 Member Point Loads.... Note: Loads labeled"Global Y"act downward(in"-Y"direction) Member I Load Distance from I Load Magnitude Label Direction "I"Joint i Dead Roof Live Live Snow Seismic Wind Earth 3-7 Global X Oft 1 0.3040 k 4-8 Global X 0 ft 1 0,0680 k 2-6 Global X 0 ft 1,583 1,583 k Member Distributed Loads.... Note: Loads labeled"Global Y"act downward in"-Y"direction ' Member Load Load Extents Load Magnitude Label Direction Start ft Dead Roof Live Live Snow Seismic Wind Earth L- 8lobal Y End, Mag 0,0840 AM 3,50 End Mag: 0.0840 k/ft 3-7 Global Y 0.0 Start Mag: 0.070 k/ft 3.501 End Mag 0.070 k/ft 1-2 Global X 0.0 Start Mag 0.2710 k/ft 13.50 End Mag 0.2710 k/ft 2-3 Global X 0.0 Start Mag 0.2710 k/ft 14.50 End Mag 0.2710 k/ft 3-4 Global X 0.0 Start Mag 0.2710 k/ft 6.0 End Mag 0.2710 k/ft Strength/Stress Load Combinations ASCE 7-10 Load Combination Cd Load Combination Factors Description _ _ Dead Roof Live Live Snow Seismic Wind Earth STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM Ft Ie=IUaspeAnstwork fl%SU; OJEC-1180008-118163U-1\1B0417-218163E-S.EC6 2-D Frame ENERCALC,INC.19832017,Bu1ti10.17.1210,Ver.10.17.12.10 r.r Covington Description: FRAME#2-STRENGTH DESIGN I 0.9 I L t.0 1.0 StrengthlStress Load Combinations ASCE 7-10 Load Combination I Load Combination Factors Description I Cd Dead Roof Live Live Snow Seismic Wind Earth +D+L+H 1 1.0 1.0 1.0 +D+.Lr+H i 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 1.0 +D+0.750Lr+0.750L+H I 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H ' 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+H 0.9 1.0 1.0 +D+0.750Lr+0.750L+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+H j 1.15 1.0 0.750 0,750 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +0.60D+0.60H 0.9 0.60 0.60 Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0+D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0,70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0,750L+0.750S+0.450W+H 1.0 0.750 0 750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 1.0 W Only E Only 1.0 H Only 1.0 Deflection Load Combinations ASCE 7-10 i Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +D+H 1.0 1.0 +D+L+H , 1.0 1.0 1.0 +D+Lr+H i 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.01.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0,60 1.0 +D+0.60W+H +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 1.0 W Only E Only 1.0 H Only 1.0 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDM8163 Project Descr: Pdnted:23 APR 2018,3:03PM F le=was perin etmrk fileslPROJEC-11BOOQ8-1t8163-D-11180417-218163-F-1.EC6 2-D Frame ENERCALC,INC.19a2017 Buik1:10.171210.Ver.10.171210 KW-06011301 Licensee:Covington Description: FRAME#2-STRENGTH DESIGN Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 1 0.0 0.0 0. Max W Only W Only 1 0.0 0.0 0.0 Min D Only D Only 2 0.07693 -0.000150 -.0000020 Max W Only D Only D Only STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM 2-p Frame - Fife=1Uaspe�tnetworkfiles%PRWEC-11e0oo-s I%163-D-nts0al7 2ets3F-I.EC6 ENERCALG INC.19n2017,13WIV0.17.12.10,Ver.10.17.1210 Description: FRAME#2-STRENGTH DESIGN Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 2 0-000415 -0.003473 -.000090 Min D Only W Only W Only 3 0.05107 -0.000228 0.000368 Max W Only D Only W Only 3 .0000940 -0.007321 0.0 Min D Only W Only D Only 3b 0.0 -0.000228 0.000659 Max W only D Only W Only 3b 0.0 -0.007689 .0000020 Min D Only W Only D Only 4 -0.000122 -0.000229 .0000770 Max D Only D Only W Only 4 1 -0.02116 -0.008056 -.0000030 Min W Only W Only E Only 5 0.0 0.0 0.0 Max j W Only D Only 5 0.0 0.0 0.0 ' Min D Only W Only 6 0.07615 -0.000125 .0000030 Max W Only D Only D Only 6 0.000416 -0.007189 -.0000990 Min D Only W Only W Only 7 0.05099 -0.000188 0.000131 Max W Only D Only W Only 7 I 0000940 -0,003341 .0000030 Min D Only W Only D Only , 8 -0.000122 -0.000187 0.0100276 Max D Only D Only W Only 8 i -0.02104 -0.002606 0.0 j Min ! W Only W Only D Only Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label I z k k 1 i 0-006662 —0.3 61 Max D Only D Only -6.733 -13.385 Min I W Only W Only 2 � Max Min f 3 Max Min 3b -0.003764 Max D Only -3.858 Min W Only 4 Max Min 5 I -0.002898 13.385 Max I D Only W Only i -0.2064 0.2329 Min W Only D Only f 6 I Max STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 201&3:03PM RIe=WaspotneW*fiieslPROJEC-116 ON-MI63-D-11180417-2%0163F-1.EJ Z-D Frame ENERCALC,INC.198X2017,Build:10.17.1210.Ver 10.1712 t Description: FRAME#2-STRENGTH DESIGN Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft Min 7 Max Min 8 Max Min STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM File=';tlasperVtetwork fileslPROJEC-1%000$-118163D-11180417-z8163F1.EC6 2-D Frame ENERCALC,INC 19812017,Buili:0017 12.10,Ver10.17.12.10 Description: FRAME#2-STRENGTH DESIGN X STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM - Foe=1UasAcrin Wrk 61eskPROJEC-fl M41-1181630-11180417-218163E-1.EC6 2-d Frame ENERCALC,INC.19832017.Suild:10.17.12.10,Ver.10.17.12,10 ' r r r - TV w Description: FRAME#2-CONNECTION DESIGN Joints... Joint Joint Coordinates Joint Label i ft ft X Translational Restraint Y Translational Restraint Z Rotational Restraint deg� - 1 0.0 0.0 Fixed Fixed Fixed 0 2 I 0.0 13.50 0 3 I 0.0 28.0 0 4 0.0 40.0 0 5 3.50 0.0 Fixed Fixed I Fixed 0 6 3.50 13.50 j 0 7 3. 28.0 0 50 8 3.50 40.0 0 Members... Member I Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Label Property Label I Joint J Joint Length x I End z (rotation)I J Eny x z (rotation) 1-2 ColLine 1 1 2 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 1-6 BRACE 1 6 13.946 Fixed Fixed Pinned Fixed Fixed Pinned 2-3 ColLine 1 2 3 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 2-6 BnnLvl 1 2 6 3.500 Fixed Fixed Fixed Fixed Fixed Fixed 3-4 ColLine 1 3 4 12.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BnnLvl2 3 7 3.5001 Fixed Fixed Fixed Fixed Fixed Fixed 4-8 BmLvl 3 4 8 3.500 i Fixed Fixed Pinned Fixed Fixed Pinned 5-6 ColLine 2 5 6 13.500 ; Fixed Fixed Pinned Fixed Fixed Fixed 6-7 ColLine 2 6 7 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 7-8 ColLine 2 1 7 8 12.000 I Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label Lu:z ft Lu:y I K:z K:y Cm Cb 1-2 13.500 13.500 I 1.00 1.00 Internal Internal 1-6 13.946 13.946 1.00 1.00 1.000 1.000 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2010,3:03PM - - - -- File=Wesperl hawk fileslPROJEC-118000.8-1%163D-11180417-218163-F-t.ECB 2-D Frame ENERCALC,INC,1%3.2017.Build:10.171210,Ver10.17.12.10 i.0 Description: FRAME#2-CONNECTION DESIGN Member Stress Check Data... Member Unbraced Lengths Slenderness Factors I AISC Bending&Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 2-3 14.500 14.500 100 1.00 Internal Internal 2-6 3.500 3.500 100 1.00 Internal Internal 3-4 12.000 12.000 1.00 1.00 Internal Internal 3-7 3.500 3.500 100 1.00 Internal Internal 4-8 3.500 3.500 1.00 1.00 Internal Internal 5-6 13.500 13.500 1.00 1.00 Internal Internal 6-7 14.500 14.500 1.00 1.00 Internal Internal 7-8 12.000 12.000 1.00 1.00 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf iMdegr i ksi Default 1.00 0.000 0.000000 1 1.00 Steel 29,000.00 0.490 0.000007 50.00 Wood 1.800.00- -_ 0.035 0.000000 0.00_ Wood Material Data... Wood,Not Defined, Density=0.035pci, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E Bend Min YY=1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= I Member Sections... Prop Label I Group Tag Material Area Depth Width box lyy HSS6x6x ColLine 2 Steel 11.70 in^2 6.0 in 6.0 in 55.20 inA4 55.20 in^4 HSS10x6x5/8 BmLvl 1 Steel 16.40 inA2 10.0 in 6.0 in 201,0 inA4 89.40 inA4 HSS10x6x5/8 BmLvl 2 Steel 16.40 inA2 10.0 in 6.0 in 201.0 inA4 89.40 inA4 HSS6x6xl/2 BRACE Steel 9.740 inA2 6.0 in 60 in 48.30 inA4 48.30 inA4 HSS6x6xl/4 BmLvl 3 Steel 5.240 inA2 6.0 in 60 in 28.60 inA4 28.60 inA4 HSS6x6x5/8 ColLine 1 Steel 11.70 inA2 6.0 in 6.0 in 55.20 inA4 55.20 inA4 Member Point Loads.... Note: Loads labeled"Global Y"act downward{in"-Y"directon) Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 7-8 Global X 0 ft 2.0 k 3-7 Global X 0 ft 0.3040 k 3-7 Global X 0 ft 10.0 k 2-6 Global X 0 ft 1.583 1.583 k 2-6 Global X 0 ft 10.0 k 4-8 Global X 0 ft 0.0680 k 4-8 Global X 0 ft 4.0 k Member Distributed Loads.... Note: Loads labeled"Global Y"act downward in"-Y"direction Member Load Load Extents Load Magnitude Label Direction Etas ft Dead Roof Live Live Snow Seismic Wind Earth nd -2-6-- --Global-Y-- 0 r Start-Mag} -----0:0840-- - loft 3.50 End Mag: 0.0840 klft 3-7 Global Y 0.01 Start Mag: 0.070 k/ft 3.50, End Mag- 0.070 Wft 2-3 Global X 0.0 Start Mag 0.2710 k/ft 14.50' End Mag 0.2710 k/ft 3-4 Global X 0.0I Start Mag 0.2710 k/ft 12.0 End Mag: 0.2710 k/ft 1-2 Global X 0.0 Start Mag: 0.2710 k/ft 13.50 End Mag: _ 0.2710 k/ft Strength/Stress Load Combinations ASCE 7-10 Load Combination Cd Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: _ Printed:23 APR 2018,3:03PM File=1WaspeOetwork files'.PROJEC-1=W-8-118163-0-11180A17-21B1G3�FG3 F 1 EC6 2-© Frame ENERCALC,INC 1902017,BWId:10.17-1210,Verl!0.17.1210 ' KW-06011301 Licensee:Covington Description: FRAME#2-CONNECTION DESIGN +D+H- t. 0.91 - Strength/Stress Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Cd Dead Roof Live Live Snow Seismic Wind Earth +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+H 0.9 1.0 1.0 +D+0.750Lr+0.750L+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +0,60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +0.60D+0.60H 0.9 0.60 0.60 Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +D+H 1.0 1.0 - +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 I Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Pdrded:23 APR 2018.3:03PM File=Waspertn lwa*Mes"OJEC-1%000.8-1%163-D-11180417-218163-F-1.EC6 2-D Frame ENERCALC,INC 1983-2017,Build:%ITI2.10,Ve00.17.12-10 0.0 Covington Description: FRAME#2-CONNECTION DESIGN Extreme Joint Displacements Only Load Combinations giving maximum values are listed 1 I Joint Displacements Joint Label X Y Z 1 in in Radians I off 0.0 Max i W Only W Only 1 0.0 0.0 0.0 Min D Only D Only 2 i 0.07693 -0.000150 -.0000020 Max W Only D Only D Only STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3.,03PM File=1UaspedmMorkfileslPROJEC-118000.8-10163D-11180a17-218163E-1 EC6 l 2-D Frame ENERCALC,INC.1902017,Build:10.17.12.10,Vec 10.17.12.10 i i Covington Description: FRAME#2-CONNECTION DESIGN Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 2 0.000415 -0.003473 -.000090 Min D Only W Only W Only 3 0.05107 -0.000228 0.000368 Max W Only D Only W Only 3 .0000940 -0.007321 0.0 Min D Only W Only D Only 3b 0.0 -0.000228 0.000659 Max W Only D Only W Only 3b 0.0 -0.007689 .0000020 Min D Only W Only D Only 4 -0.000122 -0.000229 .0000770 Max D Only D Only W Only 4 -0.02116 -0.008056 -.0000030 Min W Only W Only E Only 5 0.0 0.0 0.0 Max W Only D Only 5 0.0 0.0 0.0 Min D Only W Only 6 0.07615 -0.000125 .0000030 Max W Only D Only D Only 6 0.000416 -0.007189 -.0000990 Min D Only W Only W Only 7 0.05099 -0.000188 0.000131 Max W Only D Only W Only 7 .0000940 -0.003341 .0000030 Min D Only W Only D Only 8 -0.000122 -0.000187 0.000276 Max D Only D Only W Only 8 -0.02104 -0.002606 0.0 Min W Only W Only D Only Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft t 0.006662 0.3061 Max D Only D Only -6.733 -13.385 Min W Only W Only 2 Max Min 3 Max Min 3b -0.003764 Max D Only -3.858 Min W Only 4 Max r Min 5 -0.002898 13.385 Max D Only W Only -0.2064 0.2329 Min W Only D Only 6 Max STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM I Ile=MasWVebo*files%PROJEC-118000.8-116763-D-111804/7-218l63-F-1.EG6—' 2-Q Frame ENERCALC.INC.19n2017.Bwid:10.1712.10,Ver 10.17.1210 I MIN i Description: FRAME#2-CONNECTION DESIGN Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions i Joint Label f X Y Z J k k k-ft Min 7 Max Min 8 Max Min STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM Fite=Naspermemork ftIPROJEC-IOW-6-118163•D-11180417-2t$163F-1.EC6 12-D Frame ENERCALC,INC 1983.2017,BAH0.17.1210,Ver10.17.1210 KW-0601 1301 Licensee Covington Description: FRAME#2-CONNECTION DESIGN X STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM --— -- - -"i!e=WasperSivhwrk fileslPROJEC-118000.8-118163D-11180417--218163E-1.EC 2-D Frame ENERCALC.INC.1983-2017,BwW0.17.12.10,Yet10.1712.10 KW-06011361 Licensee: Covington Description: FRAME#2-SERVICE DESIGN I i Joints... Joint Joint Coordinates I Joint t Label ft ft I X Translational Restraint I Y Translational Restraint ! Z Rotational Restraint ` do 1 0.0 , 0.0 Fixed �J�� Fixed Fixed 0 2 0.0 ' 13.50 j 0 3 I 0.0 28.0 I 0 4 1 0.0 40.0 5 3.50 0.0 Fixed Fixed Fixed 0 6 3.50 13.50 ; 0 7 3.50 28.0 . 0 8 3.50 40.0 _ 0 Members... Member Releases Specify Connectivity of Member Ends to Joints Member Endpoint Joints a Label Length I End J End Property p rtY I Joint J Joint ft x y z (rotation) x y z (rotation) 1-2 ColLine 1 1 2 ' 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 1-6 BRACE 1 6 ; 13,946I Fixed Fixed Pinned Fixed Fixed Pinned 2-3 ColLine 1 2 3 14.500 Fixed Fixed Fixed Fixed Fixed Fixed 2-6 BmLvl 1 2 6 3.500 Fixed Fixed Fixed Fixed Fixed Fixed 3-4 ColLine 1 3 4 1 12.000 i Fixed Fixed Fixed Fixed Fixed Fixed 3-7 BmLvl 2 3 7 3.500 Fixed Fixed Fixed Fixed Fixed Fixed 4-8 BmLvl 3 4 8 3,500 ` Fixed Fixed Pinned Fixed Fixed Pinned 5-6 ColLine 2 5 6 ; 13.500 Fixed Fixed Pinned Fixed Fixed Fixed 6-7 ColLine 2 6 7 14.500 1 Fixed Fixed Fixed Fixed Fixed Fixed 7-8 ColLine 2 7 8 1 12.000 I Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data.,. Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 1-2 13.500 13.500 1.00 100 Internal Internal 1-6 13.946 13.946 1.00 100 1.000 1.000 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM RIe=\Umperinetworkfiles\PROJEC-1%004&1063-D-11i8W7-219163E-/,EC6 ' 2-D Frame ENERCALC,INC 1983-2017.Budd:10 W 12.10,Ver10.17 12 10 KW-06011301 Licensee Covington Description: FRAME#2-SERVICE DESIGN Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 2-3 14.500 14.500 1.00 1.00 Internal Internal 2-6 3.500 3.500 1.00 1.00 Internal Internal 3-4 12.000 12.000 1.00 1.00 Internal Internal 3-7 3.500 3,500 1.00 1.00 Internal Internal 4-8 3.500 3.500 1.00 1.00 Internal Internal 5-6 13.500 13.500 1.00 1.00 Internal Internal 6-7 14.500 14.500 1.00 1.00 Internal Internal 7-8 12.000 12.000 1.00 1.00 Internal Internal j Materials... Member Youngs Density Thermal Yield Label _ ksi kcf inidegr ks Default 1.00 0.000 0.000000 1.00 Steel 29.000.00 0.490 0.000007 46.00 Wood _- 1.800.00 0 035 0.000000 0.00 Wood Material Data... Wood,Not Defined, Density=0.035pci, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc=400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Beny YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species=, Grade=Any, Class= Member Sections... Prop Label Group Tag Material Area Depth Width Ixx lyy HSS10x6x5/8 BmLvl 1 Steel 16.40 in^2 10.0 in 6.0 in 201.0 in14 89.40 in"4 HSS10x6x5/8 BmLvl 2 Steel 16.40 inA2 10.0 in 6.0 in 201.0 inA4 89.40 in"4 HSS6x6x1/4 BRACE Steel 5.240 in"2 6.0 in 6.0 in 28.60 inA4 28.60 in^4 HSS6x6x1/4 BmLvl 3 Steel 5.240 inA2 6.0 in 60 in 28.60 in"4 28.60 in"4 HSS6x6x5/8 ColLine 1 Steel 11.70 in^2 6.0 in 60 in 55.20 in^4 55.20 in^4 HSS6x6x5/8 ColLine 2 Steel 11.70 in"2 6.0 in 6.0 in 55.20 in"4 55.20 in^4 Member Point Loads.... Note: Loads labeled"Global Y"act downward(in"-Y"direction) Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 3-7 Global X Oft 0,3040 k 4-8 Global X 0 it 1 0.0680 k 2-6 Global X 0 ft 0.120 k 2-6 Global X 0 ft i 0,240 k Member Distributed Loads.... Note: Loads labeled"Global Y"act downward in "-Y"direction Member Load Load Extents Load Magnitude Label Direction Start End ft Dead Roof Live Live Snow Seismic Wind Earth 3-7 Global Y --G.O Start)Mag 0,070 klft 3.50 End Mag 0,070 k/ft 2-3 Global 0.0 Start Mag 0,1820 k/ft 14.50 End Mag 0.1820 k/ft 3-4 Global X 0.0 Start Mag 0.1820 k/ft 12.0 End Mag 0.1820 k/ft 1-2 Global X 0.01 Start Mag 0.1820 k/ft 13.50 End Mag 0.1820 k/ft 2-6 Global Y 0.01 Start Mag 0.0840 k/ft 3.50 End Mag 0.0840 k/ft Strength/Stress Load Combinations ASCE 7-10 Load Combination Cd Load Combination Factors I Description Dead Roof Live Live Snow Seismic Wind Earth i - +D+H 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H i 1.25 1.0 1.0 1.0 I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM - - Fila=',UaspeMeMoAc files%PROJEC-118000-8-118163D-11180417-218163F-1.EC6 11111 2-D Frame ENERCALC.INC,W-2017.Bu11d:10.17.12.10,Ver.10.17.1210 Licensee:Covington KW-06011301 Description: FRAME#2-SERVICE DESIGN +D+S+H 1 1,15I i 1..0 1.0 1.0 Strength/Stress Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Cd Dead Roof Live Live Snow Seismic Wind Earth +D+0.750Lr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+H 0.9 1.0 1.0 +D+0.750Lr+0.750L+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0.750 0,450 1.0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +0.60D+0.60H 0.9 0.60 0.60 Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors iDescription Dead Roof Live Live Snow Seismic Wind Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0+D+0.750Lr+0.750L+H 1.0 0.750 0,750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0,750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1 1.0 E Only 1.0 H Only 1.0 Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +D+H ---- - 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 1 E Only .0 1.0 H Only STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM - Fle=GspeAnetwork files\PROJEC-1="-116163-D-nl80417-D8163-F-1 EC6� 2-D Frame ENERCALC.INC 19n2017,BuDd:10.17.12.10,Ver.10.17.12.10 Description: FRAME#2-SERVICE DESIGN Extreme Joint Displacements Only Load Combinations giving maximum values are listed l Joint Displacements Joint Label X Y Z i in in Radians i 1 0.0 0.0 00 Max W Only W Only 1 + 0.0 0.0 0.0 Min I D Only D Only i 2 0.07693 -0.000150 -.0000020 Max W Only D Only D Only 2 0.000415 -0.003473 -.000090 Min D Only W Only W Only STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Pdnted:23 APR 2018,3:03PM File=\JaspeAnetwotkhieslPROJEC-118000.8-118 1 63-D-t\IW417-219163-F-1.EC6 Z-D Frame EN5RCALC,INC.1983.2017,8uikt1a17.1210,Ver.10.17,1210 t Description: FRAME#2-SERVICE DESIGN Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label I X Y Z i I in in Radians 3 0.05107 -0.000228 0.00036 Max W Only D Only W Only 3 .0000940 -0.007321 0.0 Min D Only W Only D Only 3b 0.0 -0.000228 0.000659 Max W Only D Only W Only 3b 0.0 -0.007689 .0000020 Min D Only W Only D Only 4 -0.000122 -0.000229 .0000770 Max D Only D Only W Only 4 -0.02116 -0.008056 -.0000030 Min W Only W Only E Only 5 0.0 0.0 0.0 Max W Only D Only 5 0.0 0.0 0.0 Min D Only W Only 6 0.07615 -0.000125 .0000030 Max W Only D Only D Only 6 0.000416 -0.007189 -.0000990 Min D Only W Only W Only 7 0.05099 -0.000188 0.000131 Max W Only D Only W Only 7 .0000940 -0.003341 .0000030 Min D Only W Only D Only 8 -0,000122 -0,000187 0.000276 Max D Only D only W Only 8 -0.02104 -0.002606 0.0 Min W Only W Only D Only Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft 0.006662 0.3061 Max D Only D Only i -6.733 -13.385 Min W Only W Only 2 Max Min 3 Max Min 3b -0.003764 Max D Only -3.858 Min W Only 4 Max Min 1 5 -0.002898 13.385 Max D Only W Only -0.2064 0.2329 Min W Only D Only t 6 Max { Min STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM - File=iUaspeMelwork fileskPRU,tEC-1t800"-1�Slal� -flt80417-218163Ft:EM 2-D Frame ENERCALC.INC 1483.2017.BA 10.17.1210,Ver.10,17.1210 KW-06011301 Covington Description: FRAME#2-SERVICE DESIGN Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft 7 Max Min 8 Max Min STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer Project ID: SDA#8163 Project Descr: Pdnbed:23 APR 2018,3:03PM Fife=Naspennenvork fileslPROJEC-IMM8-118163D-11180417�-218163F-1 EC6 2-D Frame ENERCALC,INC 1983.2017.Build:10.171210.Ver10.17.1210 Covington Description: FRAME#2-SERVICE DESIGN STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM -- - - - File=',Uaspertnetwork filesAPROJEC-118000-8-1181630-1118041T-218163E-1.EC6 Wood Beam ENERCALC,INC.19D2017,Bum:10.171210.Ver.1017.1210 Description: SIDE BMS CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850.0 psi Ebend-xx 1,300.0 ksi Fc-PrII 1,300.0 psi Eminbend-xx 470.Oksi Wood Species ; HemFir Fc-Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.1425)Lr(0.19)S(0.2375) D(0 1425)Lr(o.19)S(0 2375) D(0.13 25)aLr 0.1( 9 510�2375) 6x12 6x12 j 6x12 Span=7.0 ft Span=3-50 ft ,Span=1.50 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations_ Load for Span Number 1 Uniform Load: D=0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width=9.50 ft,(ROOF) Load for Span Number 2 Uniform Load: D=0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width=9.50 ft,(ROOF) Load for Span Number 3 Uniform Load: D=0.0150, Lr=0.020, S=0,0250 ksf, Tributary Width=9.50 ft,(ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.17(11 Maximum Shear Stress Ratio = 0.167 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 165.74psi fv:Actual 28.73 psi FB:Allowable = 977.50psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.000ft Location of maximum on span = 6.059ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio= 10165>=360 Max Upward Transient Deflection -0.001 in Ratio= 29326>=360 Max Downward Total Deflection 0.013 in Ratio= 6353>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r_ C m C t C L M fb Fb V fv Fv 1157 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.081 0.080 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 765.00 045 10.77 135.00 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: _ Printed:23 APR 2018,3:03PM -- - File=Waspernetwork 6leslPROJEC-t18000.8-118163-D-11180417-W633F-1.EC6 Wood Beam ENERCALC,INC.1983-2017,BuiW:10.171210,Vert0.17.410 Description: SIDE BMS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb F'b V fv F'v Length=3.50 ft 2 0.081 0.080 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 765.00 0.25 10.77 135.00 Length=1.50 ft 3 0.021 0.080 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 765.00 0.08 10.77 135.00 +D+L+H,LL Comb Run(*"L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.073 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0,63 62.15 850.00 0.45 10.77 150.00 Length=3.50 ft 2 0.073 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 850.00 0.25 10.77 150.00 Length=1.50 ft 3 0.019 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 850.00 0.08 10.77 150.00 +D+L+H,LL Comb Run(*L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.073 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 850.00 0.45 10.77 150.00 Length=3.50 ft 2 0.073 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 850.00 0.25 10.77 150.00 Length=1.50 ft 3 0.019 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 850.00 0.08 10.77 150.00 +D+L+H,LL Comb Run(*LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.073 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 850.00 0.45 10.77 150.00 Length=3.50 ft 2 0.073 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 850.00 0.25 10.77 150.00 Length=1.50 ft 3 0.019 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 850.00 0.08 10.77 150.00 +D+L+H,LL Comb Run(L**) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.073 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 850.00 0.45 10.77 150.00 Length=3.50 ft 2 0.073 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 850.00 0.25 10.77 150.00 Length=1.50 ft 3 0.019 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 850.00 0.08 10.77 150.00 +D+L+H,LL Comb Run(L*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.073 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 850.00 0.45 10.77 150.00 Length=3.50 ft 2 0.073 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 850.00 0.25 10.77 150.00 Length=1.50 ft 3 0.019 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 850.00 0.08 10.77 150.00 +D+L+H,LL Comb Run(LL*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.073 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 850.00 0.45 10.77 150.00 Length=3.50 ft 2 0.073 0.072 1.00 1,000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 850.00 0.25 10.77 150.00 Length=1.50 ft 3 0.019 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 850.00 0.08 10.77 150.00 +D+L+H,LL Comb Run(LLL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.073 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 850.00 0.45 10.77 150.00 Length=3.50 ft 2 0.073 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 850.00 0.25 10.77 150.00 Length=1.50 ft 3 0.019 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 850.00 0.08 10.77 150.00 +D+Lr+H,LL Comb Run(**L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.056 0.057 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.60 59.57 1062.50 0.45 10.65 187.50 Length=3.50 ft 2 0.055 0.057 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.59 58.63 1062.50 0.18 10.65 187.50 Length=1.50 ft 3 0.035 0.057 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.37 37.03 1062.50 0.18 10.65 187.50 +D+Lr+H,LL Comb Run(*L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.068 0.059 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.72 71.75 1062.50 0.47 11.10 187.50 Length=3.50 ft 2 0.068 0.059 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.72 71.75 1062.50 0.43 11.10 187.50 Length=1.50 ft 3 0.015 0.059 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 1062.50 0.08 11.10 187.50 +D+Lr+H,LL Comb Run(*LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.064 0.059 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.69 68.23 1062.50 0.46 10.98 187.50 Length=3.50 ft 2 0.064 0.059 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.69 68.23 1062.50 0.36 10.98 187.50 Length=1.50 ft 3 0.035 0.059 1.25 1.000 1.00 1.00 1.00 1.00 1.00 037 37.03 1062.50 0.18 10.98 187.50 +D+Lr+H,LL Comb Run(L-) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.131 0.133 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.40 138.95 1062.50 1.05 24.93 187.50 Length=3.50 ft 2 0.131 0.133 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.40 138.95 1062.50 0.47 24.93 187.50 Length=1.50 ft 3 0.015 0.133 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 1062.50 0.08 24.93 187.50 +D+Lr+H,LL Comb Run(L*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.131 0.132 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.55 1062.50 1.05 24.81 187.50 Length=3.50 ft 2 0.127 0.132 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.37 135.42 1062.50 0.40 24.81 187.50 Length=1.50 ft 3 0.035 0.132 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.37 37.03 1062.50 0.18 24.81 187.50 +D+Lr+H,LL Comb Run(LL*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0,140 0.135 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.50 148.55 1062.50 1.07 25.26 187.50 Length=3.50 ft 2 0.140 0.135 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.50 148.55 1062.50 0.65 25.26 187.50 Length=1.50 ft 3 0.015 0.135 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 1062.50 0.08 25.26 187,50 +D+Lr+H,LL Comb Run(LLL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.136 0.134 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.47 145.02 1062.50 1.06 25.14 187.50 Length=3.50 ft 2 0.136 0.134 1.25 1.000 1.00 1.00 1.00 1.00 1.00 147 145.02 1062.50 0.58 25.14 187.50 Length=1.50 ft 3 0.035 0.134 1.25 1.000 1.00 1.00 1.00 1.00 1.00 037 37.03 1062.50 0.18 25.14 187.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.170 0.167 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.67 165.74 977.50 1.21 28.73 172.50 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM File=WasperMetwork%s%PROJEG11800"-R816aD-n180417-2181&3Fi.EC6 Wood Beam ENERCALC,INC.19n2017.8uO&IGATJ2.10,Ver.10.17.1210 Covington Description: SIDE BMS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C Flv C i C r C m C t C L M fb F'b V fv Pv Length=3.50 ft 2 0.170 0.167 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.67 165.74 977.50 0.66 28.73 172.50 Length=1.50 ft 3 0.043 0.167 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.43 42.32 977.50 0.21 28.73 172.50 +D+0.750Lr+0.750L+H,LL Comb R, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.056 0.057 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.60 59.51 1062.50 0.45 10.68 187.50 Length=3.50 ft 2 0.056 0.057 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.60 59.51 1062.50 0.20 10.68 187.50 Length=1.50 ft 3 0.030 0.057 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.32 31.74 1062.50 0.15 10.68 187.50 +D+0.750Lr+0.750L+H,LL Comb R, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.065 0.059 1.25 1,000 1.00 1.00 1.00 1.00 1.00 0.70 69.35 1062.50 0.46 11.02 187.50 Length=3.50 ft 2 0.065 0.059 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.70 69.35 1062.50 0.38 11.02 187.50 Length=1.50 ft 3 0.015 0.059 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 1062.50 0.08 11.02 187.50 +D+0.750Lr+0.750L+H,LL Comb R, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.063 0.058 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.67 66.71 1062.50 0.46 10.93 187.50 Length=3.50 ft 2 0.063 0.058 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.67 66.71 1062.50 0.33 10.93 187.50 Length=1.50 ft 3 0.030 0.058 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.32 31.74 1062.50 0.15 10.93 187.50 +D+0.750Lr+0.750L+H,LL Comb R, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.113 0.114 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.21 119.75 1062.50 0.90 21.39 187.50 Length=3.50 ft 2 0.113 0.114 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.21 119.75 1062.50 0.42 21.39 187.50 Length=1.50 ft 3 0.015 0.114 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 1062.50 0.08 21.39 187.50 +D+0.750Lr+0.750L+H,LL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.112 0.114 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.20 119.19 1062.50 0.90 21.30 187.50 Length=3.50 ft 2 0.110 0.114 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.18 117.11 1062,50 0.36 21.30 187.50 Length=1.50 ft 3 0.030 0.114 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.32 31.74 1062.50 0.15 21.30 187.50 +D+0.750Lr+0.750L+H,LL Comb R, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.119 0.115 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.28 126.95 1062.50 0.91 21.64 187.50 Length=3.50 ft 2 0.119 0.115 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.28 126.95 1062.50 0.55 21.64 187.50 Length=1.50 ft 3 0.015 0.115 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 1062.50 0.08 21.64 187.50 +D+0.750Lr+0.750L+H,LL Comb R, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.117 0.115 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.26 124.30 1062.50 0.91 21.55 187.50 Length=3.50 ft 2 0.117 0.115 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.26 124.30 1062.50 0.50 21.55 187.50 Length=1.50 ft 3 0.030 0.115 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.32 31.74 1062.50 0.15 21.55 187.50 +D+0.750L+0.750S+H,LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.143 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 977.50 1.02 24.24 172.50 Length=3.50 ft 2 0.143 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 977.50 0.56 24.24 172.50 Length=1.50 ft 3 0.037 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.36 35.70 977.50 0.17 24.24 172.50 +D+0.750L+0.750S+H,LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.143 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 977.50 1.02 24.24 172.50 Length=3.50 ft 2 0.143 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 977.50 0.56 24.24 172.50 Length=1.50 ft 3 0.037 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.36 35.70 977.50 0.17 24.24 172.50 +D+0.750L+0.750S+H,LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.143 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 977.50 1.02 24.24 172.50 Length=3.50 ft 2 0.143 0,141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 977.50 0.56 24.24 172.50 Length=1.50 ft 3 0.037 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.36 35.70 977.50 0.17 24.24 172.50 +D+0.750L+0.750S+H,LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.143 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 977.50 1.02 24.24 172.50 Length=3.50 ft 2 0.143 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 977.50 0.56 24.24 172.50 Length=1.50 ft 3 0.037 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.36 35.70 977.50 0.17 24.24 172.50 +D+0.750L+0.750S+H,LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.143 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 977.50 1.02 24.24 172.50 Length=3.50 ft 2 0.143 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 977.50 0.56 24.24 172.50 Length=1.50 ft 3 0.037 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.36 35.70 977.50 0.17 24.24 172.50 +D+0.750L+0.750S+H,LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.143 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 977.50 1.02 24.24 172.50 Length=3.50 ft 2 0.143 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 977.50 0.56 24.24 172.50 Length=1.50 ft 3 0.037 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0,36 35.70 977.50 0.17 24.24 172.50 +D+0.750L+0.750S+H,LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.143 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 977.50 1.02 24.24 172.50 Length=3.50 ft 2 0.143 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 977.50 0.56 24.24 172.50 Length=1.50 ft 3 0.037 0.141 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.36 35.70 977.50 0.17 24.24 172.50 +D+0,60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.046 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 1360.00 0.45 10.77 240.00 i STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: PNnled:23 APR 2010,3:03PM Fge=lUaspeftoorkfileslPROJEC-118000.8-1%163-641180a17-ZB163-F1.EC6 ' Wood Beam ENERCALC,INC.1983-2017,Suftla17.LZ16,Ver10.P7%210 Covington Description: SIDE BMS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C Fn/ C I C r C m C t C L M fb Pb V fir F'v Length=3.50 ft 2 0.046 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 1360.00 0.25 10.77 240.00 Length=1.50 ft 3 0.012 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 1360.00 008 10.77 240.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=7.0 ft 1 0.046 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 1360.00 0.45 10.77 240.00 Length=3.50 ft 2 0.046 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.63 62.15 1360.00 0.25 10.77 240.00 Length=1.50 ft 3 0.012 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 1360.00 0.08 10.77 240.00 +D+0.750Lr+0.750L+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.044 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 060 59.51 1360.00 0.45 10,68 240.00 Length=3.50 ft 2 0.044 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.60 59.51 1360.00 0.20 1068 240.00 Length=1.50 ft 3 0.023 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.32 31.74 1360.00 0.15 10,68 240.00 +D+0.750Lr+0.750L+0.450W+H,LL 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.051 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.70 69.35 1360.00 0.46 11.02 240.00 Length=3.50 ft 2 0.051 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.70 69.35 1360.00 0.38 11.02 240.00 Length=1.50 ft 3 0.012 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 1360.00 0.08 11-02 240.00 +D+0.750Lr+0.750L+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.049 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 067 66.71 1360.00 0.46 10,93 240.00 Length=3.50 ft 2 0.049 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 067 66.71 1360.00 0.33 1093 240.00 Length=1.50 ft 3 0.023 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.32 31.74 1360.00 015 10.93 240.00 +D+0.750Lr+0.750L+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.088 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.21 119.75 1360.00 0.90 21.39 240.00 Length=3.50 ft 2 0.088 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.21 119.75 1360.00 042 21.39 240.00 Length=1.50 ft 3 0.012 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.87 1360.00 0.08 2139 240.00 +D+0.750Lr+0.750L+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.088 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.20 119.19 1360.00 0.90 21.30 240.00 Length=3.50 ft 2 0.086 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.18 117.11 1360.00 0.36 21.30 240.00 Length=1.50 ft 3 0.023 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.32 31.74 1360.00 0.15 21,30 240.00 +D+0.750Lr+0.750L+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 0.00 Length=7.0 ft 1 0.093 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.28 126.95 1360.00 0.91 2164 240.00 Length=3.50 ft 2 0.093 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.28 126.95 1360.00 0.55 21.64 240.00 Length=1.50 ft 3 0.012 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 016 15.87 1360.00 0.08 21.64 240.00 +D+0.750Lr+0.750L+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=7.0 ft 1 0.091 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.26 124.30 1360.00 0.91 2155 240.00 Length=3.50 ft 2 0.091 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.26 124.30 1360.00 0.50 21.55 240.00 Length=1.50 ft 3 0.023 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.32 31.74 1360.00 0.15 21.55 240.00 +D+0.750L+0.750S+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 1.02 24.24 240.00 Length=3.50 ft 2 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 0.56 24.24 240.00 Length=1.50 ft 3 0.026 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 35.70 1360.00 0.17 24.24 240.00 +D+0.750L+0.750S+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 1.02 24.24 240.00 Length=3.50 ft 2 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 0.56 24.24 240.00 Length=1.50 ft 3 0.026 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0,36 35.70 1360.00 0.17 24.24 240.00 +D+0.750L+0.750S+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 141 139.84 1360.00 1.02 24.24 240.00 Length=3.50 ft 2 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 141 139.84 1360.00 0.56 24.24 240.00 Length=1.50 ft 3 0.026 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 036 35.70 1360.00 0.17 24.24 240.00 +D+0.750L+0.750S+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 1.02 24.24 240.00 Length=3.50 ft 2 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 0.56 24.24 240.00 Length=1.50 ft 3 0.026 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 35.70 1360.00 0.17 24.24 240.00 +D+0.750L+0.750S+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 1.02 24.24 240.00 Length=3.50 ft 2 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 0.56 24.24 240.00 Length=1.50 ft 3 0.026 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 35.70 1360.00 0.17 24.24 240.00 +D+0.750L+0.750S+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 1.02 24.24 240.00 Length=3.50 ft 2 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 0.56 24.24 240.00 Length=1.50 ft 3 0.026 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 35.70 1360.00 0.17 24.24 240.00 +0+0.750L+0.75OS+0.45OW+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.103 0.101 1.60 1.000 1,00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 1.02 24.24 240.00 i STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM FIe=waspeMenvarkfilesiPROJEC-1VWM-118163)-11180417-216163-F1.EC6 ' Wood Beam ENERCALC,INC 1983-2017.euikf:10A7.12.%,,Ved .17.1210 Description: SIDE BUIS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Pb V fir Pv Length=3.50 ft 2 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 0.56 24.24 240.00 Length=1.50 ft 3 0.026 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 35.70 1360.00 0.17 24.24 240.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 1.02 24.24 240.00 Length=3.50 ft 2 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 0.56 24.24 240.00 Length=1.50 ft 3 0.026 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 35.70 1360.00 0.17 24.24 240.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 1.02 24.24 240.00 Length=3.50 ft 2 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 0.56 24.24 240.00 Length=1.50 ft 3 0.026 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 35.70 1360.00 0.17 24.24 240.00 +D+0.750L+0.750S+0.5250E+H,LL 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 1.02 24.24 240.00 Length=3.50 ft 2 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 0.56 24.24 240.00 Length=1.50 ft 3 0.026 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 35.70 1360.00 0.17 24.24 240.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 141 139.84 1360.00 1.02 24.24 240.00 Length=3.50 ft 2 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 0.56 24.24 240.00 Length=1.50 ft 3 0.026 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 036 35.70 1360.00 0.17 24.24 240.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 141 139.84 1360.00 1.02 24.24 240.00 Length=3.50 ft 2 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 141 139.84 1360.00 0.56 24.24 240.00 Length=1.50 ft 3 0.026 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 036 35.70 1360.00 0.17 24.24 240.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 1.02 24.24 240.00 Length=3.50 ft 2 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 139.84 1360.00 0.56 24.24 240.00 Length=1.50 ft 3 0.026 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 036 35.70 1360.00 0.17 24.24 240.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 141 139.84 1360.00 1.02 24.24 240.00 Length=3.50 ft 2 0.103 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 141 139.84 1360.00 0.56 24.24 240.00 Length=1.50 ft 3 0.026 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 036 35.70 1360.00 0.17 24.24 240.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.027 0.027 1 60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 37.29 1360.00 0.27 6.46 240.00 Length=3.50 ft 2 0.027 0.027 1 60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 37.29 1360.00 0.15 6.46 240.00 Length=1.50 ft 3 0.007 0.027 1 60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 9.52 1360.00 0.05 6.46 240.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.027 0.027 160 1.000 1.00 1.00 1.00 1.00 1.00 0.38 37.29 1360.00 0.27 6.46 240.00 Length=3.50 ft 2 0.027 0.027 160 1.000 1.00 1.00 1.00 1.00 1.00 0.38 37.29 1360.00 0.15 6.46 240.00 Length=1.50 ft 3 0.007 0.027 160 1.000 1.00 1.00 1.00 1.00 1.00 0.10 9.52 1360.00 0.05 6.46 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0132 3.235 00000 0.000 2 0.0000 3.235 +D+Lr+H,LL Comb Run(L*L) -0.0021 1.559 +D+Lr+H,LL Comb Run(L*L) 3 0.0032 1.500 0.0000 1.559 _ Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.091 2.590 0.991 Overall MINimum 0.682 1.619 0.549 +D+H 0.409 0.971 0.330 +D+L+H,LL Comb Run(**L) 0.409 0.971 0.330 +D+L+H,LL Comb Run(*L*) 0.409 0.971 0.330 +D+L+H,LL Comb Run(*LL) 0.409 0.971 0.330 +D+L+H,LL Comb Run(L*") 0.409 0.971 0.330 +D+L+H,LL Comb Run(L*L) 0.409 0.971 0.330 +D+L+H,LL Comb Run(LL*) 0.409 0.971 0.330 +D+L+H,LL Comb Run(LLL) 0.409 0.971 0.330 +D+Lr+H,LL Comb Run(**L) 0.414 0.895 0.686 +D+Lr+H,LL Comb Run(*L*) 0.395 1.345 0,634 +D+Lr+H,LL Comb Run(*LL) 0.400 1.269 0.991 I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018. 3:03PM FIe=1Uasperinetwork fies%PRQIEC-1%0048-118163•D-1118041T-218163-F-1.EC6 Wood Beam ENERCALC.We.1983.2017,BuU0:10.17.1 %VeriQ:17.12.10 0.0 Covington Description: SIDE BMS Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+Lr+H,LL Comb Run(L 0.963 1.BbB 0.10 +D+Lr+H,LL Comb Run(L*L) 0.968 1.893 0.464 +D+Lr+H,LL Comb Run(LL*) 0.949 2.343 0.413 +D+Lr+H,LL Comb Run(LLL) 0.954 2.267 0.769 +D+S+H 1.091 2.590 0.879 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.413 0.914 0.597 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.399 1.252 0.558 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.402 1.195 0.825 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.825 1.720 0.163 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.828 1.662 0.430 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.814 2.000 0.392 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.818 1.943 0.659 +D+0.750L+0.750S+H,LL Comb Run(** 0.920 2.186 0.741 +D+0.750L+0.750S+H,LL Comb Run(*L 0.920 2.186 0.741 +D+0.750L+0.750S+H,LL Comb Run(*L 0.920 2.186 0.741 +D+0.750L+0.750S+H,LL Comb Run(L* 0.920 2.186 0.741 +D+0.750L+0.750S+H,LL Comb Run(L* 0.920 2.186 0.741 +D+0.750L+0.750S+H,LL Comb Run(LL 0.920 2.186 0.741 +D+0.750L+0.750S+H,LL Comb Run(LL 0.920 2.186 0.741 +D+0.60W+H 0.409 0.971 0.330 +D+0.70E+H 0.409 0.971 0.330 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.413 0.914 0.597 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.399 1.252 0.558 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.402 1.195 0.825 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.825 1.720 0.163 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.828 1.662 0.430 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.814 2.000 0.392 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.818 1.943 0.659 +D+0.750L+0.750S+0.450W+H,LL Comb 0.920 2.186 0.741 +D+0.750L+0.750S+0.450W+H,LL Comb 0.920 2.186 0.741 +D+0.750L+0.750S+0.450W+H,LL Comb 0.920 2.186 0.741 +D+0.750L+0.750S+0.450W+H,LL Comb 0.920 2.186 0.741 +D+0.750L+0.750S+0.450W+H,LL Comb 0.920 2.186 0.741 +D+0.750L+0.750S+0.450W+H,LL Comb 0.920 2.186 0.741 +D+0.750L+0.750S+0.450W+H,LL Comb 0.920 2.186 0.741 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.920 2.186 0.741 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.920 2.186 0.741 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.920 2.186 0.741 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.920 2.186 0.741 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.920 2.186 0.741 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.920 2.186 0.741 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.920 2.186 0.741 +0.60D+0.60W+0.60H 0.245 0.583 0.198 +0.60D+0.70E+0.60H 0.245 0.583 0.198 D Only 0.409 0.971 0.330 Lr Only,LL Comb Run(**L) 0.005 -0.076 0.356 Lr Only,LL Comb Run(*L*) -0.014 0.374 0.305 Lr Only,LL Comb Run(*LL) -0.009 0.298 0.661 Lr Only,LL Comb Run(L**) 0,554 0.997 -0.222 Lr Only,LL Comb Run(L*L) 0.559 0.921 0.135 Lr Only,LL Comb Run(LL*) 0.540 1.372 0.083 Lr Only,LL Comb Run(LLL) 0.545 1.295 0.439 L Only,LL Comb Run(-L) L Only,LL Comb Run(*L*) L Only,LL Comb Run(*LL) L Only,LL Comb Run(L-) L Only,LL Comb Run(L*L) L Only,LL Comb Run(LL*) L Only,LL Comb Run(LLL) S Only 0.682 1.619 0.549 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM WOOCI Beam --- - Re=%WaspeMetworkfiles\PROJEC-118000.8-118163-D-11180417-248163E-1.EC8 ENERCALC,INC 1983-2017,Bw1d:101712.10.Ver.10.171710 KW-06011301 Licensee:Covington Description: SIDE BMS Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support Support2 Support3 Support4 W Only -- ----- — — — E Only H Only STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM - File=Wasps+oehokfilesWROJEC-1MM-8-1%1636.111$0417-218163F-1.EC8 Wood Beam ENERCALC,INC.19n2017.Bu11d:10.t7.1210.Ver1017.f2,1G KW-06011301 Description: OPENING JAMBS-LOAD CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties _ Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850.0 psi Ebend-xx 1,300.Oksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : HemFir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling W 0.136 0) W(0,0.136 o p 1.50 X 1.750 Span=14.0 ft �( Applied Loads _ Service loads entered.Load Factors will be applied for calculations. Uniform Load: W=0,0360, Tributary Width=1.0 ft,(UDL) Varying Uniform Load: W=0.0->0.1360 k/ft,Extent=3.0->>8.0 ft, Trib Width=1.0 ft,(WIND LOAD) Varying Uniform Load: W=0.1360->0.0 k/ft,Extent=8.0->>13.0 ft, Trib Width=1.0 ft,(WIND LOAD) Point Load: W=0,950 k @ 3.0 ft,(SILL) Point Load: W=0,950 k @ 13.0 ft,(HDR) DESIGN SUMMARY ' Maximum Bending Stress Ratio = 20.9541 Maximum Shear Stress Ratio = 2.461 : 1 Section used for this span 1.50 X 1.750 Section used for this span 1.50 X 1.750 fb:Actual 42,745.84psi fv:Actual 590.61 psi FB:Allowable 2,040.00psi Fv:Allowable 240.00 psi Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 6.540ft Location of maximum on span = 13.898 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 191.795 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 115.077 in Ratio= 1<240.0 Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:03PM -- File=1WaspeMetwork files1PROJEC-it8000-8-11B163-D-111 8 0 4 1 7-21$183F-1.E06 Woad Burn ENERCALC,INC.1983-2017,Buad:10.17.12.10,Ver.10.17.1210 Description: OPENING JAMBS-LOAD Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C I C r C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.90 1.500 1.00 1.00 1.00 1.00 1.00 1147.50 0.00 0.00 135.00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 1.00 1.500 1.00 1.00 1.00 1.00 1.00 1275.00 0.00 0.00 150.00 +D+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 0.00 Length=14.0 ft 1 1.25 1.500 1.00 1.00 1.00 1.00 1.00 1593.75 0.00 0.00 187.50 +D+S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 1.15 1.500 1.00 1.00 1.00 1.00 1.00 1466.25 0.00 0.00 172.50 +D+0.750Lr+0.750L+H 1,500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 1.25 1.500 1.00 1.00 1.00 1.00 1.00 1593.75 0.00 0.00 187.50 +D+0.750L+0.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 0.00 Length=14.0 ft 1 1.15 1.500 1.00 1.00 1.00 1.00 1.00 1466.25 0.00 0.00 172.50 +D+0.60W+}i 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 #.### 2.461 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2.73 42,745.84 2040.00 1.03 59061 240.00 +D+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2040.00 0.00 0.00 240.00 +D+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 000 0.00 0.00 Length=14.0 ft 1 #.### 1.846 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2.05 32,059.38 2040.00 078 442.96 240.00 +D+0.750L+0.750S+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 #.### 1.846 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2.05 32,059.38 2040.00 0.78 442.96 240.00 +D+0.750L+0.750S+0.5250E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2040.00 000 0.00 240.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 #.### 2.461 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2.73 42,745.84 2040.00 1.03 590.61 240.00 +0.60D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2040.00 0.00 0.00 240.00 Overall Maximum Deflections _ Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defi Location in Span W Only 1 191.7949 6.898 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimurn 1.358 1.726 Overall MINimum 1.358 1.726 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 0.815 1.036 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.611 0.777 +D+0.750L+0.750S+0.450W+H 0.611 0,777 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 0.815 1.036 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 1.358 1.726 E Only H Only STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Pdnted:23 APR 2018,3:04PM i File=lVaspeMelworkftIPMEC-fl6000-8-1%163-D-1118041T MI63-F-1.EC6 Steel Beam ENERCALC,INC 19n2017,9uilrklal7.12.10.Ver 10.171210 KW-060-11301 Licensee:Covington Description: OPENING JAMBS-SERVICE CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties _ Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29000 ksi Bending Axis: Major Axis Bending W(0.0.091 -z F0.091.0) HSS2-1/2x 1-1/2x1/8 Span= 14.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: W=0.0240 k/ft, Tributary Width=1.0 ft,(UDL) Varying Uniform Load: W=0.0->0.0910 k/ft,Extent=3.0->>8.0 ft, Trib Width=1.0 ft,(WIND LOAD) Varying Uniform Load: W=0.0910->0.0 k/ft,Extent=8.0->>13.0 ft, Trib Width=1.0 ft,(WIND LOAD) Point Load: W=0,370 k @ 3.0 ft,(SILL) DESIGN SUMMARY '' • Maximum Bending Stress Ratio = 1.154: 1 Maximum Shear Stress Ratio= 0.061 : 1 Section used for this span HSS2-1/2x1-1/2x1/8 Section used for this span HSS2-1/2x1-1/2xl/8 Ma:Applied 1.391 k-ft Va:Applied 0.3922 k Mn/Omega:Allowable 1.205 k-ft Vn/Omega:Allowable 6.458 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 6.680ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 4.201 in Ratio= 39<360 Max Upward Transient Deflection 4.201 in Ratio= 39 <360 Max Downward Total Deflection 2.546 in Ratio= 66 <180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 14.00 ft 1 0.000 2.01 1.21 1.00 1.00 -0.00 10.78 6.46 +D+L+H Dsgn.L= 14.00 ft 1 0.000 2.01 1.21 1.00 1.00 -0.00 10.78 6.46 +D+Lr+H Dsgn.L= 14.00 ft 1 0.000 2.01 1.21 1.00 1.00 -0.00 10.78 6.46 +D+S+H Dsgn.L= 14.00 ft i 0.000 2.01 1.21 1.00 1.00 -0.00 10.78 6.46 +D+0.750Lr+0.750L+H Dsgn.L= 14.00 ft 1 0.000 2.01 1.21 1.00 1.00 -0.00 10.78 6.46 +D+0.750L+0.750S+H Dsgn.L= 14.00 ft 1 0.000 2.01 1.21 1.00 1.00 -0.00 10.78 6.46 +D+0.60W+H Dsgn.L= 14.00 ft 1 1.154 0.061 1.39 1.39 2.01 1.21 1.00 1.00 0.39 10.78 6.46 +D+0.70E+H i STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:23 APR 2018,3:04PM - File=Wasp0nei o*fi s\PROJEC-1MM-8-101OD-11180417-218163-F-1,EC6 Steel Bream ENERCALC.INC.1983.2017,Build:10.171710.Ver.10.17.12.10 . . Description: OPENING JAMBS-SERVICE Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 14.00 ft 1 0.000 2.01 1.21 1.00 1.00 -0.00 10.78 6.46 +D+0.750Lr+0.750L+0.450W+H Dsg n.L= 14.00 ft 1 0.866 0.046 1.04 1.04 2.01 1.21 1.00 1.00 0.29 10.78 6.46 +D+0.750L+0.750S+0.450W+H Dsgn.L= 14.00 ft 1 0.866 0.046 1.04 1.04 2.01 1.21 1.00 1.00 0.29 10.78 6.46 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 14.00 ft 1 0.000 2.01 1.21 1.00 1.00 -0.00 10.78 6.46 +0.60D+0.60W+0.60H Dsgn.L= 14.00 ft 1 1.154 0.061 139 1.39 2.01 1.21 1.00 1.00 0.39 10.78 6.46 +0.60D+0.70E+0.60H Dsgn.L= 14.00 ft 1 0.000 2.01 1.21 1.00 1.00 -0.00 10.78 6.46 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 4.2441 6.880 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.654 0.5 Overall MINimum 0.294 0.228 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 0.392 0.304 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.294 0.228 +D+0.750L+0.750S+0.450W+H 0.294 0.228 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 0.392 0.304 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 0.654 0.507 E Only H Only OAAJT"J'JL- SO 2; 163 cAaL• R L P,)! /S6V T14, NA- N W W ea � ' �L,�" T —� wL CAIr &J j CSC 3 no.r+ /,souv-►1: Gc� M/S W�..z�K WL=S,6k �` 25 •s-� `-` 6S,IJr A) N/s i 0,!a,ti 1 k -IAJZ O'i/Z-2/ g 5 t�� s163 Z 000 N N N W W W ec I 0 f M ,,U ctg� o LAA S'r Fes©STD. 8y2� rA s s 1 b 36� ow ti O 0 M Q� STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Pdnted:24 APR 2018,3:31 PM FUe=WaspeAneWork Btes1PROJEC-118000.8-�118163-D-1118WT-26163-F-1.EC6 Combined Footing ENERCALC,fNC l9n20l7,Bu1d:10.17.17-10,VeL10.t7.12-tO KW-06011301 Description: EAST FOOTING CASE#1 Code References _ Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 Phi Values Flexure: 0.9 �M Min.Overturning Safety Factor 1:1 Shear: 0.75 Min.Sliding Safety Factor 1:1 Soil Information rJ Allowable Soil Bearing 2.660 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface 4.250 ft Increases based on footing Depth.... Soil Passive Sliding Resistance 250 pcf Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing 2.660 ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Dimensions & Reinforcing _ _ _ - Distance Left of Column#1 = 6.0 ft Pedestal dimensions... As As Between Columns = 3.50 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 3.0 ft Col#1 Col#2 Bottom Bars 5.0 5 1.550 3.370 inA2 Total Footing Length = 12.50 ft Sq.Dim. _ 6.0 6 in Top Bars 5.0 5 1.550 3.370 in 2 Height - in Bars Btwn Cols Footing Width = 6.50 ft g Bottom Bars 5 0 5 1.550 3,370 inA2 FootingThickness = 48.0 in Top Bars 5.0 5 1.550 3.370 in 2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 5 1.550 3.370 in^2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 50 5 1.550 3.370 in^2 Applied Loads Applied @ Left Column D Lr L_ S _W E H Axial Load Downward = 68.10 k Moment(+CW) = k-ft Shear(+X) = k Applied @ Right Column Axial Load Downward = -68.10 k Moment(+CW) = k-ft Shear(+X) = k Overburden - I � " M l E7- 545 6 k5 5-95 - ----- - - i - •__ --.--_ B.A. _ -- 3•-6. _ 3,-0. - STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Pdnted:24 APR 2018,3:31PM File=411aspetlnetwork filesiPROJEC-118000-8-116163D-iY180417-216163E-1.EC6 Combined Footing ENERCALC,INC 19832017.Budd:1017.12.10,Ver10.17.1210 �.I Description: EAST FOOTING CASE#1 DESIGN SUMMARY - • Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.087 Overturning 388.170 k-ft 421.879 k-ft +0.60D+0.60W PASS No Sliding Sliding 0.0 k 28.763 k No Sliding PASS 1.692 Uplift 40.860 k 69.135 k +0,60D+0.60W Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9105 Soil Bearing 2.422 ksf 2.660 ksf +0.60D+0.60W PASS 0.1803 1-way Shear-Col#1 14.811 psi 82,158 psi +0.90D+W PASS 0.1803 1-way Shear-Col#2 14.810 psi 82.158 psi +0.90D+W PASS 0,05140 2-way Punching-Col#1 8.445 psi 164.317 psi +0.90D+W PASS 0.05426 2-way Punching-Col#2 8.915 psi 164.317 psi +1.20D-W PASS 0.2395 Flexure-Left of Col#1-Top -74.787 k-ft 312.244 k-ft +1.20D-W PASS 0.5158 Flexure-Left of Col#1-Bottom 161,054 k-ft 312.244 k-ft +0.90D+W PASS 0.2285 Flexure-Between Cols-Top -71.335 k-ft 312.244 k-ft +1.20D-W PASS 0,4966 Flexure-Between Cols-Bottom 155.056 k-ft 312.244 k-ft +0.90D+W PASS 0.05479 Flexure-Right of Col#2-Top -17.106 k-ft 312.244 k-ft +1.20D+W PASS 0.2469 Flexure-Right of Col#2-Bottom 77.078 k-ft 312.244 k-ft +0.90D-W Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio D Only 47,13 k 0.000 ft 0.58 ksf 0.58 ksf 2.66 ksf 0.218 +D+0.60W 47.13 k -3.035 ft 150 ksf 0.00 ksf 266 ksf 0,564 +D-0.60W 47.13 k 3.035 ft 000 ksf 1.50 ksf 2.66 ksf 0.564 +D+0.450W 4713 k -2.276 ft 121 ksf 0.00 ksf 2.66 ksf 0.457 +D-0.450W 47.13 k 2 276 ft 000 ksf 1.21 ksf 2 66 ksf 0.457 +0.60D+0.60W 28.28 k -5 058 ft 242 ksf 0.00 ksf 2.66 ksf 0.910 +0.60D-0.60W 2828 k 5 058 ft 000 ksf 2.42 ksf 266 ksf 0.910 +0.60D 2828 k 0.000 ft 035 ksf 0.35 ksf 2.66 ksf 0.131 Overturning Stability _ Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +D+0,60W 388.17 539.69 1.390 122.58 560.12 4.569 +D-0.60W 245.16 682.70 2.785 265.59 417.11 1.571 +D+0,450W 291.13 478.40 1.643 91.94 493.72 5.370 +D-0.450W 183.87 585.66 3.185 199.19 386.47 1.940 +0.60D+0.60W 388.17 421.88 1,087 122.58 442.31 3.608 +0.60D-0.60W 245.16 564.89 2.304 265.59 299.30 1.127 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 k 28.76 k 999 +D-460W 0.00 k 28.76 k 999 +D-0.60W 0.00 k 28.76 k 999 +D+0.450W 0.00 k 28.76 k 999 +D-0.450W 0.00 k 28.76 k 999 +0.60D+0.60W 0.00 k 23.11 k 999 +0.60D-0.60W 0.00 k 23.11 k 999 +0.60D 0.00 k 23.11 k 999 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu I PhiMn (ft-k) (ft) 002) (in"2) (ft-k) +0.60D 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +0.90D+W 0.020 0.031 Bottom 3.370 Min Temp% 1.550 312.244 0.000 +0.90D+W 0.080 0.063 Bottom 3.370 Min TemD% 1.550 312.244 0.000 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:24 APR 2010.3:31 PM Combined Footing File=\UaspeMehv0fk(des\PRWEC-118000.8-1181fi3D-1\180A17-21B163-F-1.ECS ENERCALCG INC.W-2017,6uild-.10.17AVO.VeH017.1210 II.us Description: EAST FOOTING CASE#1 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn _ (ft-k) (ft) (in A2) _ (in"2) (ft-k) - +0.90D+W v 0.179 0.094 Bottom 3.370 Min TemD% 1.550 312.244 0.001 +0.90D+W 0.316 0.125 Bottom 3.370 Min Temp% 1.550 312.244 0.001 +0.90D+W 0.491 0.156 Bottom 3.370 Min TemD% 1.550 312.244 0.002 +0.90D+W 0.703 0.188 Bottom 3.370 Min TemD% 1.550 312.244 0.002 +0.90D+W 0.951 0.219 Bottom 3.370 Min Temo% 1.550 312.244 0.003 +0.90D+W 1.234 0.250 Bottom 3.370 Min Temo% 1.550 312.244 0.004 +0.90D+W 1.553 0.281 Bottom 3.370 Min Temo% 1.550 312.244 0.005 +0.90D+W 1.905 0.313 Bottom 3.370 Min Temo% 1.550 312.244 0.006 +0.90D+W 2.290 0.344 Bottom 3.370 Min Temo% 1,550 312.244 0.007 +0.90D+W 2.708 0.375 Bottom 3.370 Min Temo% 1.550 312.244 0.009 +0,90D+W 3.158 0.406 Bottom 3.370 Min Temo% 1.550 312.244 0.010 +0.90D+W 3.638 0.438 Bottom 3.370 Min Temo% 1.550 312.244 0.012 +0.90D+W 4.149 0.469 Bottom 3.370 Min TemD% 1.550 312.244 0.013 +0.90D+W 4.690 0.500 Bottom 3.370 Min Temo% 1.550 312.244 0.015 +0.90D+W 5.260 0.531 Bottom 3.370 Min TemD% 1.550 312.244 0.017 +0.90D+W 5.858 0.563 Bottom 3.370 Min TemD% 1.550 312.244 0.019 +0.90D+W 6.483 0.594 Bottom 3.370 Min Temp% 1.550 312.244 0.021 +0.90D+W 7.135 0.625 Bottom 3.370 Min TemD% 1.550 312.244 0.023 +0.90D+W 7.813 0.656 Bottom 3.370 Min TemD% 1.550 312.244 0.025 +0.90D+W 8.517 0.688 Bottom 3.370 Min Temo% 1.550 312.244 0.027 +0.90D+W 9.245 0.719 Bottom 3.370 Min Temp% 1.550 312.244 0.030 +0.90D+W 9.997 0.750 Bottom 3.370 Min Temo% 1.550 312.244 0.032 +0.90D+W 10.771 0.781 Bottom 3.370 Min Temo% 1.550 312.244 0.034 +0.90D+W 11.569 0.813 Bottom 3.370 Min Temo% 1.550 312.244 0.037 +0.90D+W 12.388 0.844 Bottom 3.370 Min TemD% 1.550 312.244 0.040 +0.90D+W 13.228 0.875 Bottom 3.370 Min Temp% 1.550 312.244 0.042 +0.90D+W 14.088 0.906 Bottom 3.370 Min TemD% 1.550 312.244 0.045 +0.90D+W 14.968 0.938 Bottom 3.370 Min TemD% 1.550 312.244 0.048 +0.90D+W 15,866 0.969 Bottom 3.370 Min TemD% 1.550 312.244 0.051 +0.90D+W 16.783 1.000 Bottom 3.370 Min TemD% 1.550 312.244 0.054 +0.90D+W 17,716 1.031 Bottom 3.370 Min TemD% 1.550 312.244 0.057 +0.90D+W 18.667 1.063 Bottom 3.370 Min TemD% 1.550 312,244 0,060 +0.90D+W 19.633 1.094 Bottom 3.370 Min Temp% 1.550 312.244 0.063 +0.90D+W 20.615 1.125 Bottom 3.370 Min TemD% 1.550 312.244 0.066 +0.90D+W 21.610 1.156 Bottom 3.370 Min TemD% 1.550 312.244 0.069 +0.90D+W 22.620 1.188 Bottom 3.370 Min TemD% 1.550 312.244 0.072 +0.90D+W 23.643 1.219 Bottom 3.370 Min TemD% 1.550 312.244 0.076 +0.90D+W 24.677 1.250 Bottom 3.370 Min Temp% 1.550 312.244 0,079 +0.90D+W 25,724 1.281 Bottom 3.370 Min Temo% 1.550 312.244 0.082 +0.90D+W 26.781 1.313 Bottom 3.370 Min TemD% 1.550 312.244 0.086 +0.90D+W 27.848 1.344 Bottom 3.370 Min TemD% 1.550 312.244 0.089 +0,90D+W 28.925 1.375 Bottom 3.370 Min TemD% 1.550 312.244 0.093 +0.90D+W 30.010 1.406 Bottom 3.370 Min TemD% 1.550 312.244 0.096 +0.90D+W 31.103 1.438 Bottom 3.370 Min TemD% 1,550 312.244 0,100 +0.90D+W 32.204 1.469 Bottom 3.370 Min TemD% 1,550 312.244 0.103 +0.90D+W 33.310 1.500 Bottom 3.370 Min Temp% 1.550 312.244 0.107 +0.90D+W 34,423 1.531 Bottom 3.370 Min TemD% 1.550 312,244 0.110 +0.90D+W 35.541 1.563 Bottom 3.370 Min TemD% 1.550 312.244 0.114 +0.90D+W 36.662 1,594 Bottom 3.370 Min TemD% 1.550 312.244 0.117 +0.90D+W 37.788 1.625 Bottom 3.370 Min Temp% 1.550 312.244 0.121 +0.90D+W 38.916 1.656 Bottom 3.370 Min TemD% 1.550 312.244 0.125 +0.90D+W 40.046 1.688 Bottom 3.370 Min TemD% 1.550 312.244 0.128 +0.90D+W 41.178 1.719 Bottom 3.370 Min TemD% 1.550 312.244 0.132 +0.90D+W 42.311 1.750 Bottom 3.370 Min TemD% 1.550 312.244 0.136 +0.90D+W 43.443 1.781 Bottom 3.370 Min TemD% 1.550 312.244 0.139 +0.90D+W 44.575 1,813 Bottom 3.370 Min TemD% 1.550 312.244 0.143 +0.90D+W 45.705 1.844 Bottom 3.370 Min TemD% 1,550 312.244 0.146 +0.90D+W 46.833 1.875 Bottom 3.370 Min Temp% 1.550 312.244 0.150 +0.90D+W 47.958 1.906 Bottom 3.370 Min TemD% 1.550 312.244 0.154 +0.90D+W 49.079 1.938 Bottom 3.370 Min TemD% 1.550 312.244 0.157 +0.90D+W 50.197 1.969 Bottom 3.370 Min TemD% 1.550 312.244 0.161 +0.90D+W 51.312 2.000 Bottom 3.370 Min TemD% 1 550 312.244 0.164 +0.90D+W 52.424 2,031 Bottom 3.370 Min TemD% 1,550 312.244 0.168 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Pdrited:24 APR 2018,3:31PM Fite=lUmw%nemrk files'PROJEC-IS 4-1181633-1%18D417-Z8163F-1.EC6 Combined Footing ENERCALC,INC.19832017,SUO&10,17.121o.Verio.l7.t210 ' Covington Description: EAST FOOTING CASE#1 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu I PhiMn (ft-k) (ft) (in A2) (in^2) (ft-k) +0.90D+W 53.532 2.063 Bottom 3.370 Min TemD% 1.550 312.244 0.171 +0.90D+W 54.637 2.094 Bottom 3.370 Min Temo% 1.550 312.244 0.175 +0.90D+W 55.739 2.125 Bottom 3.370 Min TemD% 1.550 312.244 0.179 +0.90D+W 56.838 2.156 Bottom 3.370 Min Temo% 1.550 312.244 0.182 +0.90D+W 57.933 2.188 Bottom 3.370 Min Temo% 1.550 312.244 0.186 +0.90D+W 59.024 2.219 Bottom 3.370 Min Temo% 1.550 312.244 0.189 +0.90D+W 60.113 2.250 Bottom 3.370 Min Temp% 1.550 312.244 0.193 +0.90D+W 61.198 2.281 Bottom 3.370 Min Temo% 1.550 312,244 0.196 +0.90D+W 62.280 2.313 Bottom 3.370 Min Temp% 1.550 312.244 0.199 +0.90D+W 63.358 2.344 Bottom 3.370 Min Temp% 1.550 312.244 0,203 +0.90D+W 64.434 2.375 Bottom 3.370 Min Temp% 1.550 312,244 0.206 +0.90D+W 65.506 2.406 Bottom 3.370 Min Temp% 1,550 312,244 0,210 +0.90D+W 66.574 2.438 Bottom 3.370 Min TemD% 1.550 312,244 0.213 +0.90D+W 67.639 2.469 Bottom 3.370 Min Temp% 1.550 312.244 0.217 +0.90D+W 68.701 2.500 Bottom 3.370 Min TemD% 1.550 312,244 0.220 +0,90D+W 69.760 2.531 Bottom 3.370 Min Temp% 1.550 312,244 0.223 +0.90D+W 70.815 2.563 Bottom 3.370 Min TemD% 1.550 312.244 0,227 +0.90D+W 71.867 2.594 Bottom 3.370 Min TemD% 1.550 312.244 0.230 +0.90D+W 72.916 2.625 Bottom 3.370 Min TemD% 1.550 312.244 0.234 +0.90D+W 73.962 2.656 Bottom 3.370 Min Temp% 1.550 312,244 0.237 +0.90D+W 75.004 2.688 Bottom 3.370 Min Temp% 1.550 312.244 0.240 +0.90D+W 76.042 2.719 Bottom 3.370 Min TemD% 1.550 312.244 0.244 +0.90D+W 77.078 2.750 Bottom 3.370 Min Temp% 1.550 312.244 0.247 +0.90D+W 78.110 2.781 Bottom 3.370 Min TemD% 1.550 312.244 0.250 +0.90D+W 79.139 2.813 Bottom 3.370 Min Temp% 1.550 312.244 0.253 +0.90D+W 80.164 2.844 Bottom 3.370 Min TemD% 1.550 312.244 0.257 +0.90D+W 81.187 2.875 Bottom 3.370 Min TemD% 1.550 312.244 0.260 +0.90D+W 82.205 2.906 Bottom 3.370 Min Temp% 1.550 312.244 0.263 +0,90D+W 83.221 2.938 Bottom 3.370 Min TemD% 1.550 312.244 0.267 +0.90D+W 84.233 2.969 Bottom 3.370 Min TemD% 1.550 312.244 0.270 +0.90D+W 85.242 3.000 Bottom 3.370 Min TemD% 1.550 312.244 0.273 +0.90D+W 86.248 3.031 Bottom 3.370 Min TemD% 1,550 312.244 0.276 +0.90D+W 87.250 3.063 Bottom 3.370 Min TemD% 1.550 312.244 0.279 +0.90D+W 88.249 3.094 Bottom 3.370 Min TemD% 1.550 312.244 0.283 +0.90D+W 89.245 3.125 Bottom 3.370 Min Temp% 1.550 312.244 0.286 +0.90D+W 90.237 3.156 Bottom 3.370 Min TemD% 1.550 312.244 0.289 +0.90D+W 91.226 3.188 Bottom 3.370 Min TemD% 1.550 312.244 0.292 +0.90D+W 92.212 3.219 Bottom 3.370 Min Temp% 1.550 312.244 0.295 +0,90D+W 93.195 3.250 Bottom 3.370 Min TemD% 1.550 312.244 0.298 +0.90D+W 94.174 3.281 Bottom 3.370 Min Temp% 1.550 312.244 0.302 +0.90D+W 95.149 3.313 Bottom 3.370 Min TemD% 1.550 312.244 0.305 +0,90D+W 96.122 3.344 Bottom 3.370 Min TemD% 1.550 312.244 0.308 +0.90D+W 97.091 3.375 Bottom 3.370 Min TemD% 1.550 312,244 0.311 +0.90D+W 98.057 3.406 Bottom 3.370 Min TemD% 1.550 312.244 0.314 +0.90D+W 99,020 3.438 Bottom 3.370 Min Temp% 1.550 312.244 0.317 +0.90D+W 99.979 3.469 Bottom 3.370 Min Temp% 1.550 312.244 0,320 +0.90D+W 100.935 3.500 Bottom 3.370 Min Temo% 1.550 312.244 0.323 +0.90D+W 101.887 3.531 Bottom 3.370 Min TemD% 1.550 312.244 0.326 +0.90D+W 102.837 3.563 Bottom 3.370 Min Temp% 1.550 312.244 0.329 +0.90D+W 103.783 3.594 Bottom 3.370 Min TemD% 1.550 312.244 0.332 +0.90D+W 104.725 3.625 Bottom 3.370 Min TemD% 1.550 312.244 0.335 +0.90D+W 105.665 3.656 Bottom 3.370 Min TemD% 1.550 312.244 0.338 +0.90D+W 106.601 3.688 Bottom 3.370 Min TemD% 1.550 312.244 0.341 +0.90D+W 107,534 3.719 Bottom 3.370 Min TemD% 1.550 312.244 0.344 +0,90D+W 108.463 3.750 Bottom 3,370 Min TemD% 1.550 312.244 0.347 +0,90D+W 109.389 3.781 Bottom 3.370 Min Temp% 1.550 312.244 0.350 +0.90D+W 110.312 3,813 Bottom 3.370 Min TemD% 1.550 312.244 0.353 +0,90D+W 111.231 3.844 Bottom 3.370 Min TemD% 1.550 312.244 0.356 +0.90D+W 112.148 3.875 Bottom 3.370 Min TemD% 1.550 312.244 0.359 +0.90D+W 113.060 3.906 Bottom 3.370 Min Temp% 1.550 312.244 0.362 +0.90D+W 113.970 3,938 Bottom 3.370 Min TemD% 1.550 312.244 0.365 +0.90D+W 114.876 3.969 Bottom 3,370 Min TemD% 1.550 312.244 0.368 +0.90D+W 115.779 4.000 Bottom 3.370 Min TemD% 1.550 312.244 0.371 I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: _ Pdnted:24 APR 2018,3:31PM Combined Footing - Fte=wssperinetwork6lesTROJEC-110000$-11sWe3-D-1nso417-21s1s3F-1.Ecs ENERCALC,INC.1983-2017.Buitd:10.17.12.10,Ver.10V 12.10 KW-06011301 Description: EAST FOOTING CASE#1 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in^2) (inA2) (ft-k) +0.90D+W 116.679 4.031 Bottom 3.370 Min Temp% 1.550 312.244 0.374 +0.90D+W 117.575 4.063 Bottom 3.370 Min Temp% 1.550 312.244 0.377 +0.90D+W 118.468 4.094 Bottom 3.370 Min Temo% 1,550 312.244 0.379 +0.90D+W 119.358 4.125 Bottom 3.370 Min Temp% 1.550 312.244 0.382 +0.90D+W 120.244 4.156 Bottom 3.370 Min Temp% 1.550 312.244 0.385 +0.90D+W 121.127 4.188 Bottom 3.370 Min Temp% 1.550 312.244 0.388 +0.90D+W 122.007 4.219 Bottom 3.370 Min Temo% 1.550 312.244 0.391 +0.90D+W 122,883 4.250 Bottom 3.370 Min Temp% 1.550 312,244 0.394 +0.90D+W 123.756 4.281 Bottom 3.370 Min Temo% 1.550 312.244 0.396 +0.90D+W 124.626 4.313 Bottom 3.370 Min Temp% 1.550 312.244 0.399 +0.90D+W 125.493 4.344 Bottom 3.370 Min Temo% 1.550 312.244 0.402 +0.90D+W 126.356 4.375 Bottom 3.370 Min Temo% 1.550 312.244 0.405 +0.90D+W 127.216 4.406 Bottom 3.370 Min Temo% 1.550 312.244 0.407 +0.90D+W 128.072 4.438 Bottom 3.370 Min Temo% 1.550 312.244 0.410 +0.90D+W 128.925 4.469 Bottom 3.370 Min Temo% 1.550 312.244 0.413 +0.90D+W 129.775 4,500 Bottom 3.370 Min Temo% 1.550 312.244 0.416 +0.90D+W 130.622 4.531 Bottom 3.370 Min Temp% 1.550 312.244 0.418 +0.90D+W 131.465 4.563 Bottom 3.370 Min Temo% 1.550 312.244 0.421 +0.90D+W 132.305 4.594 Bottom 3.370 Min Temo% 1.550 312.244 0.424 +0.90D+W 133.142 4.625 Bottom 3.370 Min Temo% 1.550 312.244 0.426 +0.90D+W 133.975 4,656 Bottom 3.370 Min Temo% 1.550 312.244 0.429 +0.90D+W 134.805 4.688 Bottom 3.370 Min Temo% 1,550 312.244 0.432 +0.90D+W 135.632 4.719 Bottom 3.370 Min Temo% 1.550 312.244 0.434 +0.90D+W 136.455 4.750 Bottom 3.370 Min Temo% 1.550 312.244 0.437 +0.90D+W 137.275 4.781 Bottom 3.370 Min Temo% 1,550 312.244 0.440 +0.90D+W 138.092 4.813 Bottom 3.370 Min Temo% 1.550 312.244 0.442 +0.90D+W 138.905 4.844 Bottom 3.370 Min Temo% 1.550 312.244 0.445 +0.90D+W 139.716 4.875 Bottom 3.370 Min Temo% 1,550 312.244 0.447 +0.90D+W 140.522 4.906 Bottom 3.370 Min Temo% 1.550 312.244 0.450 +0.90D+W 141.326 4.938 Bottom 3.370 Min Temo% 1.550 312.244 0.453 +0.90D+W 142.126 4.969 Bottom 3.370 Min Temp% 1.550 312.244 0.455 +0.90D+W 142.923 5.000 Bottom 3.370 Min Temo% 1.550 312.244 0,458 +0.90D+W 143.717 5.031 Bottom 3.370 Min Temo% 1.550 312.244 0.460 +0.90D+W 144.507 5.063 Bottom 3.370 Min Temo% 1.550 312.244 0.463 +0.90D+W 145.294 5.094 Bottom 3,370 Min Temo% 1.550 312.244 0.465 +0.90D+W 146.077 5.125 Bottom 3.370 Min Temp% 1.550 312.244 0.468 +0.90D+W 146.858 5.156 Bottom 3.370 Min Temo% 1.550 312.244 0.470 +0.90D+W 147.635 5.188 Bottom 3.370 Min Temo% 1.550 312.244 0.473 +0.90D+W 148.408 5.219 Bottom 3.370 Min Temo% 1.550 312.244 0.475 +0.90D+W 149,179 5.250 Bottom 3.370 Min Temo% 1.550 312.244 0.478 +0.90D+W 149.946 5.281 Bottom 3.370 Min Temo% 1.550 312.244 0.480 +0.90D+W 150.710 5.313 Bottom 3.370 Min Temo% 1.550 312.244 0.483 +0.90D+W 151.470 5.344 Bottom 3.370 Min Temo% 1.550 312.244 0.485 +0.90D+W 152.227 5.375 Bottom 3.370 Min Temo% 1.550 312.244 0,488 +0.90D+W 152.981 5.406 Bottom 3.370 Min Temo% 1.550 312.244 0.490 +0.90D+W 153.731 5.438 Bottom 3.370 Min Temp% 1.550 312.244 0.492 +0.90D+W 154.479 5.469 Bottom 3.370 Min Temp% 1.550 312.244 0.495 +0.90D+W 155,223 5.500 Bottom 3.370 Min Temo% 1.550 312.244 0.497 +0.90D+W 155.963 5.531 Bottom 3.370 Min Temo% 1.550 312.244 0.499 +0.90D+W 156.700 5.563 Bottom 3.370 Min Temo% 1,550 312.244 0.502 +0.90D+W 157.434 5.594 Bottom 3.370 Min Temp% 1,550 312.244 0.504 +0.90D+W 158.165 5.625 Bottom 3.370 Min Temo% 1.550 312.244 0.507 +0.90D+W 158.892 5.656 Bottom 3.370 Min Temo% 1.550 312.244 0.509 +0.90D+W 159.616 5.688 Bottom 3.370 Min Temo% 1.550 312.244 0.511 +0.90D+W 160.337 5.719 Bottom 3.370 Min Temo% 1.550 312.244 0,513 +0.90D+W 161.054 5,750 Bottom 3.370 Min Temo% 1.550 312.244 0.516 +0.90D+W 161.702 5.781 Bottom 3.370 Min Temp% 1.550 312.244 0.518 +0.90D+W 162.213 5,813 Bottom 3.370 Min Temo% 1.550 312.244 0.520 +0.90D+W 162.588 5.844 Bottom 3.370 Min Temo% 1.550 312.244 0.521 +0.90D+W 162.826 5.875 Bottom 3.370 Min Temp% 1.550 312.244 0.521 +0.90D+W 162.929 5.906 Bottom 3.370 Min Temp% 1.550 312.244 0.522 +0.90D+W 162.895 5.938 Bottom 3.370 Min Temp% 1.550 312.244 0.522 +0.90D+W 162.724 5.969 Bottom 3.370 Min Temo% 1.550 312.244 0.521 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:24 APR 2018. 3:31 PM File=Waspemetwak fileskpROJEC-11BDOM-1181634)-11180417-24163-F-1:EC8 Combined Footing ENERCALC,INC 1983-2017.Build:%17.1210,Ver.10.17.1210 0.t . . fr Description: EAST FOOTING CASE#1 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in^2) (in A2) (ft-k) +0.90D+W 162.418 6.000 Bottom 3.370 Min TemD% 1.550 312.244 0.520 +0.90D+W 161.975 6.031 Bottom 3.370 Min Temo% 1.550 312.244 0.519 +0.90D+W 161.395 6.063 Bottom 3.370 Min TemD% 1,550 312.244 0.517 +0.90D+W 160.680 6.094 Bottom 3.370 Min Temp% 1,550 312.244 0.515 +0.90D+W 159.828 6.125 Bottom 3.370 Min Temp% 1.550 312.244 0.512 +0.90D+W 158.839 6.156 Bottom 3.370 Min TemD% 1,550 312.244 0.509 +0.90D+W 157.715 6.188 Bottom 3.370 Min Temp% 1.550 312.244 0.505 +0.90D+W 156.454 6.219 Bottom 3.370 Min TemD% 1,550 312.244 0.501 +0.90D+W 155.056 6.250 Bottom 3,370 Min TemD% 1,550 312.244 0.497 +0.90D+W 153.589 6.281 Bottom 3.370 Min Temp% 1.550 312.244 0.492 +0.90D+W 152.119 6.313 Bottom 3.370 Min TemD% 1,550 312.244 0.487 +0,90D+W 150.645 6.344 Bottom 3.370 Min TemD% 1.550 312,244 0.482 +0.90D+W 149.168 6.375 Bottom 3.370 Min TemD% 1.550 312.244 0.478 +0,90D+W 147.688 6.406 Bottom 3.370 Min Temp% 1.550 312.244 0.473 +0.90D+W 146.204 6.438 Bottom 3.370 Min TemD% 1.550 312.244 0.468 +0.90D+W 144.717 6.469 Bottom 3.370 Min TemD% 1.550 312.244 0.463 +0.90D+W 143.227 6.500 Bottom 3.370 Min TemD% 1.550 312.244 0.459 +0.90D+W 141.733 6.531 Bottom 3.370 Min TemD% 1,550 312.244 0.454 +0.90D+W 140.236 6.563 Bottom 3.370 Min Temp% 1.550 312.244 0.449 +0.90D+W 138.736 6.594 Bottom 3.370 Min TemD% 1.550 312.244 0.444 +0.90D+W 137.233 6,625 Bottom 3.370 Min TemD% 1.550 312.244 0.440 +0.90D+W 135.726 6.656 Bottom 3.370 Min TemD% 1.550 312.244 0.435 +0.90D+W 134.216 6,688 Bottom 3.370 Min Temp% 1.550 312.244 0.430 +0.90D+W 132.702 6.719 Bottom 3,370 Min TemD% 1.550 312.244 0.425 +0.90D+W 131.185 6.750 Bottom 3.370 Min TemD% 1.550 312,244 0.420 +0.90D+W 129.665 6.781 Bottom 3.370 Min TemD% 1.550 312,244 0.415 +0.90D+W 128.142 6.813 Bottom 3.370 Min TemD% 1,550 312.244 0.410 +0.90D+W 126.615 6.844 Bottom 3.370 Min Temp% 1.550 312.244 0.405 +0.90D+W 125.085 6.875 Bottom 3.370 Min TemD% 1.550 312.244 0.401 +0.90D+W 123.552 6.906 Bottom 3.370 Min TemD% 1.550 312.244 0.396 +0.90D+W 122.015 6.938 Bottom 3.370 Min TemD% 1.550 312.244 0.391 +0.90D+W 120.475 6.969 Bottom 3.370 Min TemD% 1.550 312.244 0.386 +0.90D+W 118.932 7.000 Bottom 3.370 Min Temp% 1.550 312.244 0.381 +0,90D+W 117.385 7.031 Bottom 3.370 Min TemD% 1.550 312.244 0.376 +0.90D+W 115,835 7.063 Bottom 3.370 Min TemD% 1.550 312.244 0.371 +0.90D+W 114.282 7.094 Bottom 3.370 Min TemD% 1.550 312.244 0.366 +0.90D+W 112.725 7.125 Bottom 3.370 Min TemD% 1.550 312.244 0.361 +0.90D+W 111.165 7.156 Bottom 3.370 Min Temp% 1.550 312.244 0.356 +0.90D+W 109.602 7.188 Bottom 3.370 Min TemD% 1.550 312.244 0.351 +0.90D+W 108.036 7.219 Bottom 3.370 Min TemD% 1.550 312.244 0.346 +0.90D+W 106.466 7.250 Bottom 3.370 Min TemD% 1.550 312.244 0.341 +0.90D+W 104.893 7.281 Bottom 3.370 Min TemD% 1.550 312.244 0.336 +0.90D+W 103.316 7.313 Bottom 3,370 Min TemD% 1.550 312.244 0.331 +0.90D+W 101,737 7.344 Bottom 3.370 Min TemD% 1.550 312.244 0.326 +0.90D+W 100.154 7.375 Bottom 3.370 Min TemD% 1.550 312.244 0.321 +0.90D+W 98.567 7.406 Bottom 3.370 Min TemD% 1.550 312.244 0.316 +0.90D+W 96.978 7.438 Bottom 3.370 Min Temp% 1.550 312.244 0.311 +0.90D+W 95.385 7.469 Bottom 3.370 Min TemD% 1.550 312.244 0.305 +0.90D+W 93.788 7.500 Bottom 3.370 Min Temp% 1.550 312.244 0.300 +0.90D+W 92.189 7.531 Bottom 3.370 Min TemD% 1.550 312.244 0,295 +0.90D+W 90.586 7.563 Bottom 3.370 Min TemD% 1.550 312.244 0.290 +0.90D+W 88.979 7.594 Bottom 3.370 Min TemD% 1.550 312,244 0.285 +0.90D+W 87.370 7.625 Bottom 3.370 Min TemD% 1.550 312.244 0.280 +0.90D+W 85.757 7.656 Bottom 3.370 Min Temo% 1,550 312.244 0.275 +0.90D+W 84.141 7,688 Bottom 3.370 Min TemD% 1,550 312.244 0.269 +0.90D+W 82.521 7.719 Bottom 3.370 Min Temp% 1.550 312.244 0.264 +0.90D+W 80.898 7.750 Bottom 3.370 Min Temo% 1.550 312.244 0.259 +0.90D+W 79.272 7.781 Bottom 3.370 Min TemD% 1.550 312.244 0.254 +0.90D+W 77.643 7.813 Bottom 3.370 Min TemD% 1.550 312.244 0.249 +0.90D+W 76.010 7.844 Bottom 3.370 Min TemD% 1.550 312.244 0.243 +0.90D+W 74.374 7.875 Bottom 3.370 Min TemD% 1.550 312.244 0.238 +0.90D+W 72.735 7.906 Bottom 3.370 Min Temo% 1.550 312.244 0.233 +0.90D+W 71.092 7.938 Bottom 3.370 Min TemD% 1.550 312.244 0.228 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:24 APR 2018,3:31 PM FIe=Tvawr�neNrorkMw%PRWEC-1180008-11816&D-1%180417 218163F-1.EC6 Combined Footing ENERCALG INC 1983-2017.Build:1017.12.10,Ver.10.17.12.10 ' KW-06011301Covington Description: EAST FOOTING CASE#1 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu I PhiMn (ft-k) (ft) (in^2) (in"2) (0) +0.90D+W 69.446 7.969 Bottom 3.370 Min Temp% 1.550 312.244 0.222 +0.90D+W 67.797 8.000 Bottom 3.370 Min TemD% 1.550 312,244 0.217 +0.90D+W 66.144 8.031 Bottom 3.370 Min Temp% 1.550 312.244 0.212 +0,90D+W 64.488 8.063 Bottom 3.370 Min TemD% 1,550 312.244 0.207 +0.90D+W 62,829 8.094 Bottom 3.370 Min TemD% 1.550 312,244 0.201 +0.90D+W 61.166 8.125 Bottom 3.370 Min Temp% 1.550 312.244 0.196 +0,90D+W 59.500 8.156 Bottom 3.370 Min TemD% 1.550 312.244 0.191 +0.90D+W 57.831 8.188 Bottom 3.370 Min TemD% 1.550 312.244 0.185 +0.90D+W 56.158 8.219 Bottom 3.370 Min Temp% 1,550 312.244 0.180 +0.90D+W 54.483 8.250 Bottom 3.370 Min TemD% 1.550 312.244 0.174 +0.90D+W 52.803 8.281 Bottom 3.370 Min Temp% 1.550 312.244 0.169 +0.90D+W 51.121 8.313 Bottom 3.370 Min TemD% 1.550 312,244 0.164 +0.90D+W 49.435 8.344 Bottom 3.370 Min Temp% 1.550 312.244 0.158 +0,90D+W 47.746 8.375 Bottom 3.370 Min TemD% 1.550 312.244 0.153 +0.90D+W 46.054 8.406 Bottom 3.370 Min TemD% 1.550 312.244 0.147 +0.90D-W 45.219 8.438 Bottom 3.370 Min Temp% 1.550 312.244 0.145 +0.90D-W 46.451 8.469 Bottom 3.370 Min TemD% 1.550 312.244 0.149 +0.90D-W 47.679 8.500 Bottom 3.370 Min TemD% 1.550 312.244 0.153 +0.90D-W 48.904 8.531 Bottom 3.370 Min TemD% 1.550 312,244 0.157 +0.90D-W 50.126 8.563 Bottom 3.370 Min TemD% 1.550 312.244 0.161 +0.90D-W 51.345 8.594 Bottom 3.370 Min TemD% 1.550 312,244 0.164 +0.90D-W 52.560 8.625 Bottom 3.370 Min Temp% 1.550 312.244 0.168 +0.90D-W 53.772 8.656 Bottom 3.370 Min TemD% 1,550 312.244 0.172 +0.90D-W 54,981 8.688 Bottom 3.370 Min TemD% 1.550 312.244 0.176 +0.90D-W 56.186 8.719 Bottom 3.370 Min TemD% 1.550 312.244 0.180 +0.90D-W 57.388 8.750 Bottom 3.370 Min TemD% 1.550 312.244 0.184 +0.90D-W 58.587 8.781 Bottom 3.370 Min TemD% 1,550 312.244 0.188 +0.90D-W 59.782 8.813 Bottom 3.370 Min TemD% 1.550 312.244 0.191 +0.90D-W 60.974 8.844 Bottom 3.370 Min Temp% 1,550 312.244 0.195 +0.90D-W 62.163 8.875 Bottom 3.370 Min TemD% 1.550 312.244 0.199 +0.90D-W 63.348 8.906 Bottom 3.370 Min TemD% 1.550 312.244 0.203 +0.90D-W 64.530 8.938 Bottom 3.370 Min TemD% 1.550 312.244 0.207 +0.90D-W 65.709 8.969 Bottom 3.370 Min TemD% 1.550 312.244 0.210 +0.90D-W 66.885 9.000 Bottom 3.370 Min TemD% 1.550 312.244 0.214 +0.90D-W 68.057 9.031 Bottom 3.370 Min TemD% 1.550 312.244 0.218 +0.90D-W 69.226 9.063 Bottom 3.370 Min TemD% 1.550 312.244 0.222 +0.90D-W 70.391 9.094 Bottom 3.370 Min TemD% 1,550 312.244 0.225 +0.90D-W 71,554 9,125 Bottom 3.370 Min TemD% 1.550 312.244 0.229 +0.90D-W 72.713 9.156 Bottom 3.370 Min TemD% 1.550 312.244 0.233 +0.90D-W 73.868 9.188 Bottom 3.370 Min TemD% 1.550 312.244 0.237 +0.90D-W 75.021 9.219 Bottom 3.370 Min TemD% 1,550 312.244 0.240 +0.90D-W 76.170 9.250 Bottom 3.370 Min TemD% 1.550 312.244 0.244 +0.90D-W 77.249 9.281 Bottom 3.370 Min Temp% 1.550 312.244 0.247 +0.90D-W 78.192 9.313 Bottom 3.370 Min TemD% 1.550 312.244 0.250 +0.90D-W 78.998 9.344 Bottom 3.370 Min TemD% 1.550 312.244 0.253 +0.90D-W 79.668 9.375 Bottom 3.370 Min TemD% 1.550 312.244 0.255 +0.90D-W 80.202 9.406 Bottom 3.370 Min Temp% 1,550 312.244 0.257 +0.90D-W 80.600 9,438 Bottom 3.370 Min TemD% 1.550 312.244 0.258 +0.90D-W 80.861 9.469 Bottom 3.370 Min TemD% 1.550 312.244 0.259 +0,90D-W 80.986 9.500 Bottom 3.370 Min TemD% 1.550 312.244 0.259 +0.90D-W 80.975 9.531 Bottom 3,370 Min Temp% 1.550 312.244 0.259 +0.90D-W 80.827 9.563 Bottom 3.370 Min TemD% 1.550 312.244 0.259 +0.90D-W 80.543 9.594 Bottom 3.370 Min TemD% 1.550 312.244 0.258 +0.90D-W 80.123 9.625 Bottom 3.370 Min TemD% 1,550 312.244 0.257 +0.90D-W 79.566 9.656 Bottom 3.370 Min Temp% 1.550 312.244 0.255 +0.90D-W 78.873 9.688 Bottom 3.370 Min TemD% 1.550 312.244 0.253 +0.90D-W 78.044 9.719 Bottom 3.370 Min Temp% 1.550 312.244 0.250 +0.90D-W 77.078 9.750 Bottom 3.370 Min TemD% 1.550 312.244 0.247 +0.90D-W 76.042 9.781 Bottom 3.370 Min TemD% 1.550 312.244 0.244 +0.90D-W 75.004 9.813 Bottom 3,370 Min TemD% 1.550 312.244 0.240 +0.90D-W 73.962 9.844 Bottom 3,370 Min TemD% 1.550 312.244 0,237 +0.90D-W 72.916 9.875 Bottom 3.370 Min TemD% 1.550 312.244 0.234 +0.90D-W 71.867 9.906 Bottom 3,370 Min TemD% 1.550 312.244 0.230 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:24 APR 2018,3:31 PM - File='Uasperinetwo*61esIPMEG116000.8-116163-D-11IM417-216163-F-1,EC6 Combined Footing ENERCALC.INC.1983.2017,Build:10.17.12.10.vec10.171210 Description: EAST FOOTING CASE#1 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu I PhiMn (ft-k) (ft) (in A2) (in^2) (ft-k)- +0.90D-W 70.815 9.938 Bottom 3.370 Min Temo% 1.550 312.244 0.227 +0.90D-W 69.760 9.969 Bottom 3.370 Min Temo% 1.550 312.244 0.223 +0.90D-W 68.701 10.000 Bottom 3.370 Min Temo% 1.550 312.244 0.220 +0.90D-W 67.639 10.031 Bottom 3.370 Min Temo% 1.550 312.244 0.217 +0.90D-W 66.574 10.063 Bottom 3.370 Min Temo% 1.550 312.244 0.213 +0.90D-W 65.506 10.094 Bottom 3.370 Min Temo% 1,550 312.244 0.210 +0.90D-W 64.434 10.125 Bottom 3.370 Min TemD% 1,550 312.244 0,206 +0.90D-W 63.358 10.156 Bottom 3.370 Min Temo% 1.550 312.244 0.203 +0.90D-W 62.280 10.188 Bottom 3.370 Min Temo% 1.550 312.244 0,199 +0.90D-W 61.198 10.219 Bottom 3.370 Min Temo% 1.550 312.244 0.196 +0.90D-W 60.113 10.250 Bottom 3,370 Min Temo% 1.550 312.244 0,193 +0.90D-W 59.024 10.281 Bottom 3.370 Min Temo% 1.550 312.244 0,189 +0.90D-W 57.933 10.313 Bottom 3.370 Min Temo% 1.550 312.244 0.186 +0.90D-W 56.838 10.344 Bottom 3.370 Min Temo% 1.550 312.244 0.182 +0.90D-W 55.739 10.375 Bottom 3.370 Min Temp% 1.550 312,244 0.179 +0.90D-W 54.637 10.406 Bottom 3,370 Min Temo% 1.550 312.244 0.175 +0.90D-W 53.532 10.438 Bottom 3.370 Min Temo% 1.550 312.244 0.171 +0.90D-W 52.424 10.469 Bottom 3.370 Min Temo% 1.550 312.244 0.168 +0.90D-W 51.312 10.500 Bottom 3.370 Min Temo% 1.550 312.244 0.164 +0,90D-W 50.197 10.531 Bottom 3.370 Min Temo% 1.550 312.244 0.161 +0.90D-W 49.079 10.563 Bottom 3.370 Min TemD% 1.550 312.244 0.157 +0.90D-W 47.958 10.594 Bottom 3.370 Min TemD% 1.550 312.244 0.154 +0.90D-W 46.833 10,625 Bottom 3.370 Min TemD% 1.550 312.244 0.150 +0.90D-W 45.705 10.656 Bottom 3.370 Min Temp% 1,550 312.244 0.146 +0.90D-W 44.575 10.688 Bottom 3.370 Min TemD% 1.550 312.244 0.143 +0.90D-W 43.443 10.719 Bottom 3.370 Min Temo% 1.550 312.244 0.139 +0.90D-W 42.311 10.750 Bottom 3.370 Min Temo% 1.550 312.244 0.136 +0.90D-W 41.178 10.781 Bottom 3.370 Min Temo% 1.550 312.244 0.132 +0.90D-W 40.046 10.813 Bottom 3.370 Min Temo% 1.550 312.244 0.128 +0.90D-W 38.916 10.844 Bottom 3.370 Min Temo% 1.550 312.244 0.125 +0.90D-W 37.788 10.875 Bottom 3.370 Min Temo% 1.550 312.244 0.121 +0.90D-W 36.662 10.906 Bottom 3.370 Min Temo% 1.550 312.244 0.117 +0.90D-W 35.541 10.938 Bottom 3.370 Min TemD% 1.550 312.244 0.114 +0.90D-W 34.423 10.969 Bottom 3.370 Min TemD% 1,550 312.244 0.110 +0.90D-W 33.310 11.000 Bottom 3.370 Min TemD% 1.550 312.244 0.107 +0.90D-W 32.204 11,031 Bottom 3.370 Min Temo% 1,550 312.244 0.103 +0.90D-W 31.103 11.063 Bottom 3.370 Min Temo% 1.550 312.244 0.100 +0.90D-W 30.010 11.094 Bottom 3.370 Min Temo% 1.550 312.244 0,096 +0.90D-W 28.925 11.125 Bottom 3.370 Min TemD% 1.550 312.244 0,093 +0.90D-W 27.848 11.156 Bottom 3.370 Min Temp% 1.550 312.244 0.089 +0.90D-W 26.781 11.188 Bottom 3.370 Min TemD% 1.550 312.244 0.086 +0.90D-W 25.724 11.219 Bottom 3.370 Min TemD% 1,550 312.244 0.082 +0.90D-W 24,677 11.250 Bottom 3.370 Min TemD% 1.550 312.244 0.079 +0.90D-W 23.643 11.281 Bottom 3.370 Min Temp% 1.550 312.244 0.076 +0.90D-W 22.620 11.313 Bottom 3.370 Min Temo% 1.550 312.244 0.072 +0.90D-W 21.610 11.344 Bottom 3.370 Min TemD% 1.550 312.244 0,069 +0.90D-W 20.615 11.375 Bottom 3.370 Min TemD% 1.550 312.244 0.066 +0.90D-W 19.633 11.406 Bottom 3.370 Min Temp% 1.550 312.244 0.063 +0.90D-W 18.667 11.438 Bottom 3.370 Min TemD% 1.550 312.244 0.060 +0.90D-W 17.716 11.469 Bottom 3.370 Min Temo% 1.550 312.244 0.057 +0.90D-W 16.783 11.500 Bottom 3.370 Min TemD% 1.550 312.244 0.054 +0.90D-W 15.866 11.531 Bottom 3.370 Min Temp% 1.550 312.244 0.051 +0.90D-W 14.968 11.563 Bottom 3.370 Min Temo% 1.550 312.244 0.048 +0.90D-W 14.088 11.594 Bottom 3.370 Min TemD% 1.550 312.244 0,045 +0.90D-W 13.228 11.625 Bottom 3.370 Min Temp% 1.550 312,244 0.042 +0.90D-W 12.388 11.656 Bottom 3.370 Min Temo% 1.550 312.244 0.040 +0.90D-W 11.569 11.688 Bottom 3.370 Min TemD% 1.550 312.244 0.037 +0.90D-W 10.771 11.719 Bottom 3.370 Min TemD% 1.550 312.244 0.034 +0.90D-W 9.997 11,750 Bottom 3.370 Min Temo% 1.550 312.244 0.032 +0.90D-W 9.245 11.781 Bottom 3.370 Min TemD% 1.550 312.244 0.030 +0.90D-W 8.517 11.813 Bottom 3.370 Min TemD% 1.550 312.244 0.027 +0.90D-W 7.813 11.844 Bottom 3.370 Min TemD% 1.550 312,244 0.025 +0.90D-W 7.135 11.875 Bottom 3.370 Min TemD% 1.550 312.244 0,023 .7t STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:24 APR 2010.3:31 PM Fiie-Wasp eNor Ales\PROJEC-118000-8-1�81aD-1\180417-21B'aF-1.EC6 Colr>Etbirted Footing ENERCALC,iNC 19B332017,Bulid-10.17.1210,Ver.10.17.1210 0.0 Covington Description: EAST FOOTING CASE#1 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) 1n^2) (in^2) (11-9 +0.90D-W 6.483 11.906 Bottom 3.370 Min TemD% 1.550 312.244 0.021 +0.90D-W 5.858 11,938 Bottom 3.370 Min Temo% 1.550 312,244 0.019 +0.90D-W 5.260 11.969 Bottom 3.370 Min TemD% 1.550 312.244 0.017 +0.90D-W 4.690 12.000 Bottom 3.370 Min TemD% 1,550 312.244 0.015 +0.90D-W 4.149 12.031 Bottom 3.370 Min TemD% 1.550 312.244 0.013 +0.90D-W 3.638 12.063 Bottom 3.370 Min TemD% 1.550 312.244 0.012 +0.90D-W 3.158 12.094 Bottom 3.370 Min Temp% 1.550 312.244 0.010 +0.90D-W 2.708 12.125 Bottom 3,370 Min TemD% 1.550 312.244 0.009 +0.90D-W 2.290 12.156 Bottom 3.370 Min TemD% 1.550 312.244 0.007 +0.90D-W 1.905 12.188 Bottom 3.370 Min TemD% 1.550 312.244 0.006 +0.90D-W 1.553 12.219 Bottom 3.370 Min TemD% 1.550 312.244 0,005 +0.90D-W 1,234 12.250 Bottom 3.370 Min Temp% 1.550 312.244 0.004 +0.90D-W 0.951 12.281 Bottom 3.370 Min TemD% 1.550 312.244 0.003 +0.90D-W 0.703 12.313 Bottom 3.370 Min TemD% 1.550 312.244 0.002 +0.90D-W 0.491 12.344 Bottom 3.370 Min TemD% 1.550 312.244 0.002 +0.90D-W 0.316 12.375 Bottom 3.370 Min TemD% 1.550 312.244 0.001 +0.90D-W 0.179 12.406 Bottom 3.370 Min TemD% 1.550 312.244 0.001 +0.90D-W 0.080 12.438 Bottom 3.370 Min TemD% 1.550 312.244 0.000 +0.90D-W 0.020 12.469 Bottom 3.370 Min Temp% 1.550 312.244 0.000 +0.90D-W 0.000 12.500 0 0.000 0 0.000 0.000 0.000 One Way Shear _ Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D 82.16 psi 0.00 psi 0.00 psi 164.32 psi 0.01 psi 0.01 psi +1.20D 82.16 psi 0.00 psi 0.00 psi 164.32 Psi 0.01 psi 0.01 psi +1,20D+0.50W 82.16 psi 5.86 psi 5.86 psi 164.32 psi 3.65psi 4.43psi +1.20D-0.50W 82.16 psi 5.86 psi 5.86 psi 164.32 psi 3.66psi 4.44psi +1.20D+W 82.16 psi 13.28 psi 13.28 psi 164.32 psi 8.25psi 8.79 psi +1.20D-W 82.16 psi 10.21 psi 10.21 psi 164.32 Psi 6.37 psi 8 92 psi +0.90D+W 82.16 psi 14.81 psi 14.81 psi 164.32 psi 8.45psi 8.45 psi +0,90D-W 82.16 psi 11.91 psi 11.91 psi 164.32 psi 6.39psi 7.27 psi +0.90D 82.16 psi 0.00 psi 0.00 psi 164.32 Psi 0.01 psi 0.01 psi i STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:24 APR 2018,3:44PM File;lttaspe tlfficrRhies%PROJEC-118000-8-1181s3o-n180417-2el63-F-1.ECfi Combined Footing ENERCALC.INC,1983.2017.Build:101712.10.Ver.10.171210 Description: WEST FOOTING CASE#1 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 Generallnformation Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1:1 Shear 0.75 Min.Sliding Safety Factor 1:1 Soil Information Allowable Soil Bearing 2.66 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface 4.25 ft Increases based on footing Depth. .. . Soil Passive Sliding Resistance 250 pcf Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Dimensions &Reinforcing Distance Left of Column#1 = 6 ft Pedestal dimensions... As As Between Columns = 3.5 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 3 ft _ Col#1 Col#2 Bottom Bars 5.0 5 1.550 3,305 in^2 Total Footing Length = 12.50 ft Sq.Dim. = 6 6 in Top Bars 5.0 5 1.550 3.305 in^2 Height in Bars Btwn Cols Footing Width = 8.50 ft Bottom Bars 5.0 5 1.550 3.305 in^2 Footing Thickness = 36 in Top Bars 5,0 5 1.550 3.305 in"2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 5 1.550 3.305 in"2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 5.0 5 1.550 3.305 in"2 Applied Loads - Applied @ Left Column D Lr L S W E H Axial Load Downward = 68.1 k Moment(+CW) = k-ft Shear(+X) = k Applied @ Right Column Axial Load Downward = -55.70 k Moment(+CW) = k-ft Shear(+X) = k Overburden = Ie e ■ - ■- =7 _ s� s� Y - 12$ STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:24 APR 2018,3:44PM -File=Waspe6nemork Mes1PRCJEC-1t8000.8-1181634)-111B0417-218163-F-1.EC6 Combined Footing ENERCALC.INC.19a2017,Bui1d:10.17.12.10,Ver1017.12-10 KW-06011301 Description: WEST FOOTING CASE#1 Design N.G. DESIGN SUMMARY _ Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.318 Overturning 317.490 k-ft 418.480 k-ft +0.60D+0.60W+0.60H PASS No Sliding Sliding 0.0 k 31.397 k No Sliding PASS 2.052 Uplift 33.420 k 68.591 k +0.60D+0.60W+0.60H Utilization Ratio Item Applied Capacity Governing Load Combination FAIL 1.499 Soil Bearing 3.988 ksf 2.660 ksf +0.60D-0.60W+0.60H PASS 0.1530 1-way Shear-Col#1 12.570 psi 82.158 psi +0.90D-W+0.90H PASS 0.2586 1-way Shear-Col#2 21.244 psi 82.158 psi +0.90D-W+0.90H PASS 0.08074 2-way Punching-Col#1 13.266 psi 164.317 psi +0.90D+W+0,90H PASS 0.08563 2-way Punching-Col#2 14.071 psi 164.317 psi +1.20D+0.50Lr+0,50L+W+1.60H PASS 0.3204 Flexure-Left of Col#1 -Top -73.349 k-ft 228.928 k-ft +1.20D+0.50Lr+0.50L-W+1.60H PASS 0.5173 Flexure-Left of Col#1-Bottom 118.427 k-ft 228.928 k-ft +0.90D+W+0,90H PASS 0.3042 Flexure-Between Cols-Top -69.635 k-ft 228.928 k-ft +1.20D+0,50Lr+0.50L-W+1.60H PASS 0.5112 Flexure-Between Cols-Bottom 117.035 k-ft 228.928 k-ft +0.90D+W+0.90H PASS 0.07327 Flexure-Right of Col#2-Top -16.774 k-ft 228.928 k-ft +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.3107 Flexure-Right of Col#2-Bottom 71.134 k-ft 228.928 k-ft +0.90D-W+0.90H Soil Bearing _ _ - -- Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 46.22 k 0.000 ft 0.44 ksf 0,44 ksf 2.66 ksf 0,164 +D+L+H 46.22 k 0,000 ft 0.44 ksf 0.44 ksf 2.66 ksf 0.164 +D+Lr+H 46.22 k 0.000 ft 0.44 ksf 0.44 ksf 2.66 ksf 0.164 +D+S+H 46.22 k 0.000 ft 0.44 ksf 0.44 ksf 2.66 ksf 0.164 -i-1 .7501-r+0.7501-++i 46.22 k 0.000 ft 0.44 ksf 0.44 ksf 2.66 ksf 0.164 +D+0.750L+0.750S+H 46.22 k 0.000 ft 0.44 ksf 0.44 ksf 2.66 ksf 0,164 +D+0.60W+H 53.66 k -2.215 ft 1.04 ksf 0.00 ksf 2.66 ksf 0.392 +D-0,60W+H 3878 k 3.064 ft 0.00 ksf 0.95 ksf 2.66 ksf 0.358 +D+0.70E+H 46.22 k 0.000 ft 0.44 ksf 0.44 ksf 2.66 ksf 0.164 +D-0,70E+H 46.22 k 0.000 ft 0.44 ksf 0.44 ksf 2.66 ksf 0.164 +D+0.750Lr+0.750L+0.450W+H 51.80 k -1.721 ft 0.89 ksf 0.09 ksf 2.66 ksf 0.334 +D+0.750Lr+0.75OL-0.450W+H 40.64 k 2.193 ft 0.00 ksf 0.78 ksf 2.66 ksf 0.295 +D+0.750L+0.750S+0.450W+H 51.80 k -1.721 ft 0.89 ksf 0.09 ksf 2.66 ksf 0.334 +D+0.750L+0.750S-0.450W+H 4064 k 2.193 ft 0.00 ksf 0.78 ksf 2.66 ksf 0.295 +D+0.750L+0.750S+0.5250E+H 46.22 k 0.000 ft 0.44 ksf 0.44 ksf 2.66 ksf 0.164 +D+0.750L+0.750S-0.5250E+H 46.22 k 0.000 ft 0.44 ksf 0.44 ksf 2.66 ksf 0.164 +0.60D+0,60W+0.60H 35.17 k -3.379 ft 0.96 ksf 0.00 ksf 2.66 ksf 0.361 +0.60D-0.60W+0.60H 2O.29 k 5.856 ft 0.00 ksf 3.99 ksf 2.66 ksf 1.499 +0.60D+0.70E+0.60H 27.73 k 0.000 ft 0.26 ksf 0.26 ksf 2.66 ksf 0.098 +0.60D-0.70E+0.60H 27.73 k 0.000 ft 0.26 ksf 0.26 ksf 2.66 ksf 0.098 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +D+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999,000 0.00 0.00 999.000 +D+Lr+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.60W+H 317.49 534.03 1.682 100.26 554.46 5.530 +D+0.70E+H 0.00 0.00 999.000 0.00 0.00 999.000 -i-M.750Lr+0.750L+0.450W+H 238.12 472.74 1.985 75.20 488.06 6.491 +D+0.750L+0.750S+0.450W+H 238.12 472.74 1.985 75.20 488.06 6.491 +D+0.750L+0.750S+0.5250E+H 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.60W+0.60H 317.49 418.48 1.318 100.26 438.91 4.378 +0.60D+0.70E+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 1 1. STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: _ Printed:24 APR 2018,3:44PM fi!e=Nasperinetwork rdesiPROJEC-119000$-118163-d-fl180417-M63F-1.EC6 Combined Footing ENERCALC,INC.1983.2017,SM-.10.17.12.10.Ver.1017.12.10 Licensee:Covington Description: WEST FOOTING CASE#1 Sliding Stability _ Load Combination... Sliding Force Resisting Force Sliding SafetyRatio +D+H _ 0.00 k 31.40 k 999 +D+L+H 0.00 k 31.40 k 999 +D+Lr+H 0.00 k 31.40 k 999 +D+S+H 0.00 k 31.40 k 999 +D+0.750Lr+0.750L+H 0.00 k 31.40 k 999 +D+0.750L+0.750S+H 0.00 k 31.40 k 999 +D+0.60W+H 0.00 k 33.63 k 999 +D+0.70E+H 0.00 k 31.40 k 999 +D+0.750Lr+0.750L+0,450W+H 0.00 k 33.07 k 999 +D+0.750L+0.750S+0.450W+H 0.00 k 33.07 k 999 +D+0.750L+0.750S+0.5250E+H 0.00 k 31.40 k 999 +0.60D+0.60W+0,60H 0.00 k 28.08 k 999 +0.60D+0.70E+0.60H 0.00 k 25 85 k 999 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu 1 PhiMn (ft-k) (ft) (in"2) _(in^2) (ft-k) +0.60D+0.70E+0.60H 0.000 0.000 0 0,000 0 0.000 0.000 0.000 +0.90D-W+0.90H -0.041 0.031 Too 3.305 Min Temp% 1.550 228.928 0.000 +0.90D-W+0.90H -0.084 0.063 Too 3.305 Min Temo% 1.550 228,928 0.000 +0.90D-W+0.90H -0.131 0.094 Tor) 3.305 Min Temo% 1.550 228.928 0.001 +0.90D-W+0.90H -0.182 0.125 Too 3.305 Min Temo% 1.550 228.928 0.001 +0.90D-W+0.90H -0.235 0.156 Too 3.305 Min Temo% 1.550 228.928 0.001 +0.90D-W+0.90H -0.292 0.188 Too 3.305 Min Temo% 1.550 228.928 0.001 +0,90D-W+0.90H -0.352 0.219 Too 3.305 Min Temo% 1.550 228.928 0.002 +0.90D-W+0.90H -0.415 0.250 Too 3.305 Min Temo% 1.550 228.928 0.002 +0.90D-W+0,90H -0,482 0.281 Too 3.305 Min TemD% 1.550 228.928 0.002 +0.90D-W+0.90H -0.552 0.313 TOD 3.305 Min Temo% 1.550 228.928 0.002 +0.90D-W+0.90H -0.625 0.344 Too 3.305 Min TemD% 1.550 228.928 0.003 +0.90D+W+0.90H 0.730 0.375 Bottom 3.305 Min Temp% 1.550 228.928 0.003 +0.90D+W+0.90H 0.856 0.406 Bottom 3.305 Min Temo% 1.550 228.928 0.004 +0.90D+W+0.90H 0.991 0.438 Bottom 3,305 Min Temo% 1.550 228.928 0.004 +0.90D+W+0.90H 1.135 0.469 Bottom 3.305 Min Temo% 1.550 228,928 0.005 +0.90D+W+0,90H 1,289 0.500 Bottom 3.305 Min Temo% 1.550 228.928 0.006 +0.90D+W+0.90H 1.453 0.531 Bottom 3.305 Min Temo% 1.550 228.928 0.006 +0.90D+W+0.90H 1.626 0.563 Bottom 3.305 Min Temo% 1.550 228.928 0.007 +0.90D+W+0.90H 1.808 0.594 Bottom 3.305 Min Temo% 1.550 228.928 0.008 +0.90D+W+0.90H 2.000 0.625 Bottom 3.305 Min Temo% 1.550 228.928 0.009 +0.90D+W+0.90H 2.201 0.656 Bottom 3.305 Min Temo% 1.550 228.928 0.010 +0.90D+W+0,90H 2,411 0.688 Bottom 3.305 Min TemD% 1.550 228.928 0.011 +0.90D+W+0.90H 2.630 0.719 Bottom 3.305 Min Temo% 1.550 228.928 0,011 +0.90D+W+0,90H 2.858 0.750 Bottom 3.305 Min Temo% 1.550 228.928 0.012 +0.90D+W+0.90H 3.096 0.781 Bottom 3.305 Min Temo% 1.550 228.928 0.014 +0.90D+W+0.90H 3.342 0,813 Bottom 3,305 Min Temp% 1.550 228.928 0.015 +0.90D+W+0.90H 3.598 0.844 Bottom 3.305 Min TemD% 1.550 228.928 0,016 +0.90D+W+0.90H 3.862 0.875 Bottom 3.305 Min TemD% 1.550 228.928 0.017 +0.90D+W+0,90H 4.135 0.906 Bottom 3.305 Min Temo% 1.550 228.928 0.018 +0.90D+W+0.90H 4.417 0.938 Bottom 3.305 Min Temp% 1.550 228.928 0.019 +0.90D+W+0.90H 4.707 0.969 Bottom 3.305 Min Temo% 1.550 228.928 0.021 +0.90D+W+0.90H 5.007 1.000 Bottom 3.305 Min Temo% 1.550 228.928 0.022 +0.90D+W+0.90H 5.314 1.031 Bottom 3.305 Min Temo% 1.550 228.928 0.023 +0.90D+W+0.90H 5.631 1.063 Bottom 3.305 Min Temo% 1.550 228.928 0.025 +0.90D+W+0.90H 5.956 1,094 Bottom 3.305 Min TemD% 1.550 228.928 0,026 +0,90D+W+0.90H 6.289 1.125 Bottom 3.305 Min TemD% 1.550 228.928 0.027 +0.90D+W+0,90H 6,631 1.156 Bottom 3.305 Min Temp% 1.550 228.928 0.029 +0.90D+W+0.90H 6.981 1.188 Bottom 3.305 Min TemD% 1.550 228.928 0.030 +0.90D+W+0.90H 7,339 1.219 Bottom 3.305 Min Temo% 1.550 228.928 0.032 +0.90D+W+0.90H 7.706 1,250 Bottom 3.305 Min TemD% 1.550 228.928 0.034 +0.90D+W+0,90H 8.080 1.281 Bottom 3.305 Min Temo% 1.550 228.928 0.035 +0.90D+W+0.90H 8.463 1.313 Bottom 3.305 Min Temo% 1.550 228.928 0.037 +0.90D+W+0,90H 8,854 1.344 Bottom 3.305 Min TemD% 1.550 228.928 0.039 +0,90D+W+0.90H 9.253 1.375 Bottom 3.305 Min TemD% 1.550 228.928 0.040 +0.90D+W+0.90H 9.660 1.406 Bottom 3.305 Min Temp% 1.550 228.928 0.042 +0.90D+W+0,90H 10.074 1.438 Bottom 3.305 Min TemD% 1.550 228.928 0.044 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Nnted:24 APR 2018,3:44PM Combined Footing - - - Fife=WaspeMetwork MSSPROJEC-1{800D48-1%163-D-111B0417-ZO163F-1.EC6 ENERCALC INC 1902017,Bwf MA7.12.10.Ver.10.17iZ10 r.r r Description: WEST FOOTING CASE#1 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As PhikMn Mu 1 PhiMn (ft-k) (ft) _(in^2) (in"2) (ft-k) +0.90D+W+0.90H 10.497 1.469 Bottom 3,305 Min Temp% 1.550 228.928 0,046 +0.90D+W+0,90H 10.927 1.500 Bottom 3.305 Min Temo% 1.550 228.928 0.048 +0.90D+W+0.90H 11.365 1.531 Bottom 3.305 Min Temo% 1.550 228.928 0.050 +0.90D+W+0,90H 11.811 1.563 Bottom 3.305 Min TemD% 1.550 228.928 0.052 +0.90D+W+0.90H 12.265 1.594 Bottom 3.305 Min TemD% 1.550 228.928 0.054 +0.90D+W+0.90H 12.725 1.625 Bottom 3.305 Min Temp% 1.550 228.928 0.056 +0.90D+W+0,90H 13.194 1.656 Bottom 3.305 Min TemD% 1 550 228,928 0.058 +0.90D+W+0.90H 13.670 1.688 Bottom 3.305 Min TemD% 1 550 228.928 0.060 +0.90D+W+0.90H 14.153 1.719 Bottom 3.305 Min Temp% 1 550 228.928 0.062 +0.90D+W+0.90H 14,644 1.750 Bottom 3.305 Min TemD% 1 550 228.928 0.064 +0.90D+W+0.90H 15.142 1.781 Bottom 3,305 Min TemD% 1 550 228.928 0.066 +0.90D+W+0,90H 15,647 1.813 Bottom 3.305 Min TemD% 1 550 228.928 0.068 +0.90D+W+0.90H 16.159 1.844 Bottom 3.305 Min Temo% 1.550 228.928 0.071 +0.90D+W+0.90H 16,679 1.875 Bottom 3.305 Min TemD% 1.550 228.928 0.073 +0.90D+W+0.90H 17.205 1.906 Bottom 3.305 Min TemD% 1.550 228.928 0.075 +0.90D+W+0.90H 17.739 1.938 Bottom 3.305 Min TemD% 1.550 228.928 0.077 +0.90D+W+0.90H 18.279 1.969 Bottom 3.305 Min TemD% 1.550 228.928 0.080 +0,90D+W+0.90H 18.827 2.000 Bottom 3.305 Min Temp% 1.550 228.928 0.082 +0.90D+W+0.90H 19.381 2.031 Bottom 3.305 Min TemD% 1.550 228.928 0.085 +0.90D+W+0.90H 19.942 2.063 Bottom 3.305 Min TemD% 1,550 228,928 0.087 +0.90D+W+0.90H 2O.510 2.094 Bottom 3.305 Min TemD% 1.550 228,928 0.090 +0.90D+W+0.90H 21.084 2.125 Bottom 3.305 Min TemD% 1.550 228.928 0.092 +0.90D+W+0.90H 21.665 2.156 Bottom 3.305 Min TemD% 1.550 228.928 0.095 +0.90D+W+0.90H 22.253 2.188 Bottom 3.305 Min TemD% 1.550 228.928 0.097 +0.90D+W+0.90H 22.847 2.219 Bottom 3.305 Min TemD% 1.550 228.928 0.100 +0.90D+W+0,90H 23.448 2,250 Bottom 3.305 Min TemD% 1.550 228.928 0.102 +0.90D+W+0.90H 24.055 2.281 Bottom 3.305 Min TemD% 1.550 228.928 0,105 +0.90D+W+0,90H 24.668 2.313 Bottom 3.305 Min TemD% 1.550 228.928 0.108 +0.90D+W+0.90H 25.288 2.344 Bottom 3.305 Min TemD% 1.550 228.928 0.110 +0.90D+W+0.90H 25,914 2.375 Bottom 3.305 Min TemD% 1.550 228.928 0.113 +0.90D+W+0.90H 26.546 2.406 Bottom 3.305 Min TemD% 1.550 228.928 0.116 +0.90D+W+0.90H 27.184 2.438 Bottom 3.305 Min Temp% 1.550 228.928 0.119 +0.90D+W+0,90H 27.829 2.469 Bottom 3.305 Min TemD% 1.550 228.928 0.122 +0.90D+W+0.90H 28.479 2.500 Bottom 3.305 Min Temp% 1.550 228.928 0.124 +0.90D+W+0.90H 29.136 2.531 Bottom 3.305 Min TemD% 1.550 228,928 0.127 +0.90D+W+0.90H 29.798 2.563 Bottom 3.305 Min TemD% 1.550 228.928 0.130 +0.90D+W+0.90H 30.466 2.594 Bottom 3.305 Min Temp% 1.550 228.928 0.133 +0.90D+W+0.90H 31,140 2.625 Bottom 3.305 Min TemD% 1.550 228.928 0.136 +0.90D+W+0.90H 31.820 2.656 Bottom 3.305 Min TemD% 1.550 228.928 0.139 +0.90D+W+0.90H 32.505 2.688 Bottom 3.305 Min Temp% 1,550 228.928 0.142 +0.90D+W+0.90H 33.196 2.719 Bottom 3.305 Min TemD% 1,550 228.928 0.145 +0.90D+W+0,90H 33.893 2.750 Bottom 3.305 Min TemD% 1.550 228.928 0.148 +0.90D+W+0.90H 34.595 2.781 Bottom 3.305 Min TemD% 1.550 228.928 0.151 +0.90D+W+0.90H 35.303 2.813 Bottom 3.305 Min TemD% 1.550 228.928 0.154 +0.90D+W+0,90H 36.016 2.844 Bottom 3.305 Min TemD% 1,550 228.928 0.157 +0.90D+W+0,90H 36,734 2.875 Bottom 3.305 Min TemD% 1.550 228.928 0.160 +0.90D+W+0.90H 37.458 2.906 Bottom 3.305 Min TemD% 1.550 228.928 0.164 +0.90D+W+0.90H 38.187 2.938 Bottom 3.305 Min Temp% 1.550 228,928 0.167 +0.90D+W+0,90H 38.921 2.969 Bottom 3.305 Min TemD% 1.550 228.928 0,170 +0.90D+W+0.90H 39.660 3.000 Bottom 3.305 Min TemD% 1.550 228.928 0.173 +0.90D+W+0.90H 40.405 3.031 Bottom 3.305 Min TemD% 1.550 228.928 0.176 +0.90D+W+0.90H 41.154 3.063 Bottom 3,305 Min TemD% 1.550 228,928 0.180 +0.90D+W+0.90H 41.909 3.094 Bottom 3.305 Min TemD% 1.550 228.928 0.183 +0.90D+W+0.90H 42.668 3.125 Bottom 3.305 Min TemD% 1.550 228.928 0.186 +0.90D+W+0.90H 43.432 3.156 Bottom 3.305 Min TemD% 1.550 228.928 0.190 +0.90D+W+0,90H 44.202 3.188 Bottom 3.305 Min TemD% 1.550 228.928 0.193 +0.90D+W+0.90H 44.975 3.219 Bottom 3.305 Min TemD% 1.550 228.928 0.196 +0.90D+W+0.90H 45.754 3.250 Bottom 3.305 Min TemD% 1.550 228.928 0.200 +0.90D+W+0.90H 46.537 3.281 Bottom 3.305 Min TemD% 1.550 228.928 0.203 +0.90D+W+0,90H 47.325 3.313 Bottom 3.305 Min TemD% 1.550 228.928 0.207 +0.90D+W+0.90H 48.117 3.344 Bottom 3.305 Min TemD% 1.550 228.928 0.210 +0.90D+W+0,90H 48.914 3.375 Bottom 3.305 Min TemD% 1.550 228.928 0.214 +0.90D+W+0,90H 49.715 3.406 Bottom 3.305 Min TemD% 1.550 228.928 0.217 I STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:24 APR 2018,3:44PM Fiio=1Uaspemwmorkffkm%PROJEC-iMM-119163.6.11180417-218163F-1.EC6 Combined Footing ENERCALC.fNC,19832017,Bu1k1JOV 1210,Ver.10.17.1210 Description: WEST FOOTING CASE#1 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in A2) (ft-k) +0.90D+W+0.90H 50.521 3.438 Bottom 3.305 Min Temo% 1.550 228.928 0,221 +0.90D+W+0.90H 51.331 3.469 Bottom 3.305 Min Temo% 1.550 228.928 0.224 +0.90D+W+0.90H 52.145 3,500 Bottom 3.305 Min Temo% 1.550 228.928 0.228 +0.90D+W+0.90H 52.964 3.531 Bottom 3.305 Min TemD% 1.550 228.928 0.231 +0.90D+W+0.90H 53.786 3.563 Bottom 3.305 Min Temp% 1.550 228.928 0.235 +0.90D+W+0.90H 54.613 3,594 Bottom 3.305 Min TemD% 1.550 228.928 0.239 +0.90D+W+0.90H 55.444 3.625 Bottom 3.305 Min Temp% 1.550 228.928 0.242 +0.90D+W+0.90H 56.278 3.656 Bottom 3.305 Min Temp% 1.550 228.928 0.246 +0.90D+W+0.90H 57.117 3.688 Bottom 3.305 Min Temp% 1.550 228.928 0.249 +0.90D+W+0.90H 57.960 3.719 Bottom 3.305 Min Temp% 1.550 228.928 0.253 +0.90D+W+0.90H 58.806 3.750 Bottom 3.305 Min Temp% 1.550 228.928 0.257 +0.90D+W+0.90H 59,656 3.781 Bottom 3.305 Min Temp% 1.550 228.928 0.261 +0.90D+W+0,90H 60.510 3.813 Bottom 3.305 Min Temp% 1,550 228.928 0,264 +0.90D+W+0.90H 61.368 3.844 Bottom 3.305 Min Temp% 1.550 228.928 0.268 +0.90D+W+0.90H 62.229 3.875 Bottom 3.305 Min Temp% 1.550 228.928 0.272 +0.90D+W+0.90H 63.094 3.906 Bottom 3.305 Min Temp% 1.550 228,928 0.276 +0.90D+W+0.90H 63.962 3.938 Bottom 3.305 Min Temp% 1.550 228.928 0.279 +0.90D+W+0.90H 64.833 3.969 Bottom 3.305 Min Temp% 1.550 228.928 0.283 +0.90D+W+0.90H 65.709 4.000 Bottom 3.305 Min Temp% 1.550 228.928 0.287 +0.90D+W+0.90H 66.587 4.031 Bottom 3.305 Min Temp% 1.550 228.928 0.291 +0.90D+W+0.90H 67.469 4.063 Bottom 3.305 Min Temp% 1.550 228.928 0.295 +0.90D+W+0.90H 68.353 4.094 Bottom 3.305 Min Temp% 1.550 228.928 0.299 +0.90D+W+0.90H 69.242 4.125 Bottom 3.305 Min Temp% 1.550 228.928 0.302 +0.90D+W+0.901-1 70.133 4.156 Bottom 3.305 Min Temp% 1.550 228.928 0.306 +0.90D+W+0.90H 71.027 4,188 Bottom 3.305 Min Temp% 1.550 228.928 0.310 +0.90D+W+0.90H 71.924 4.219 Bottom 3.305 Min Temp% 1.550 228.928 0.314 +0.90D+W+0.90H 72.824 4.250 Bottom 3.305 Min Temp% 1.550 228.928 0.318 +0.90D+W+0,90H 73.727 4.281 Bottom 3.305 Min Temp% 1.550 228.928 0.322 +0.90D+W+0.90H 74.633 4.313 Bottom 3.305 Min Temp% 1.550 228.928 0.326 +0.90D+W+0.90H 75.542 4.344 Bottom 3.305 Min Temp% 1.550 228,928 0.330 +0.90D+W+0.90H 76.454 4.375 Bottom 3.305 Min Temp% 1.550 228.928 0.334 +0,90D+W+0.90H 77.368 4.406 Bottom 3.305 Min Temo% 1.550 228.928 0.338 +0.90D+W+0.90H 78,284 4.438 Bottom 3.305 Min Temp% 1.550 228.928 0.342 +0.90D+W+0.90H 79.204 4.469 Bottom 3.305 Min Temp% 1.550 228.928 0.346 +0.90D+W+0.90H 80.126 4.500 Bottom 3.305 Min Temp% 1.550 228.928 0.350 +0.90D+W+0.90H 81.050 4.531 Bottom 3.305 Min Temp% 1.550 228.928 0.354 +0.90D+W+0.90H 81.976 4.563 Bottom 3.305 Min Temp% 1.550 228.928 0.358 +0.90D+W+0.90H 82.906 4.594 Bottom 3.305 Min Temp% 1.550 228.928 0.362 +0.90D+W+0.90H 83,837 4.625 Bottom 3.305 Min Temp% 1.550 228.928 0.366 +0.90D+W+0.90H 84.770 4.656 Bottom 3.305 Min Temo% 1.550 228.928 0.370 +0.90D+W+0.90H 85.706 4.688 Bottom 3.305 Min Temp% 1.550 228.928 0.374 +0.90D+W+0.90H 86.644 4.719 Bottom 3.305 Min Temp% 1.550 228.928 0.378 +0.90D+W+0.90H 87.584 4.750 Bottom 3.305 Min Temp% 1.550 228.928 0.383 +0.90D+W+0.90H 88.526 4.781 Bottom 3.305 Min Temp% 1.550 228.928 0.387 +0.90D+W+0.90H 89.470 4.813 Bottom 3.305 Min TemD% 1.550 228.928 0.391 +0.90D+W+0.90H 90.416 4,844 Bottom 3.305 Min Temp% 1.550 228.928 0.395 +0.90D+W+0.90H 91.363 4,875 Bottom 3.305 Min Temp% 1.550 228.928 0.399 +0.90D+W+0.90H 92.313 4.906 Bottom 3,305 Min Temo% 1.550 228.928 0.403 +0.90D+W+0.90H 93.264 4.938 Bottom 3.305 Min TemD% 1.550 228.928 0,407 +0.90D+W+0.90H 94.217 4,969 Bottom 3.305 Min TemD% 1.550 228.928 0.412 +0.90D+W+0.90H 95.171 5.000 Bottom 3.305 Min Temp% 1.550 228.928 0.416 +0.90D+W+0.90H 96.127 5.031 Bottom 3,305 Min Temo% 1.550 228.928 0.420 +0.90D+W+0.90H 97.085 5.063 Bottom 3.305 Min TemD% 1.550 228.928 0.424 +0.90D+W+0.90H 98.044 5.094 Bottom 3.305 Min TemD% 1.550 228.928 0.428 +0.90D+W+0,90H 99.005 5.125 Bottom 3.305 Min TemD% 1.550 228.928 0.432 +0.90D+W+0.90H 99.966 5,156 Bottom 3.305 Min TemD% 1.550 228,928 0.437 +0.90D+W+0,90H 100.930 5.188 Bottom 3.305 Min TemD% 1,550 228.928 0.441 +0.90D+W+0.90H 101.894 5.219 Bottom 3.305 Min TemD% 1.550 228,928 0.445 +0.90D+W+0.90H 102.860 5.250 Bottom 3.305 Min TemD% 1.550 228.928 0.449 +0.90D+W+0.90H 103.826 5.281 Bottom 3.305 Min TemD% 1.550 228.928 0.454 +0.90D+W+0.90H 104.794 5.313 Bottom 3.305 Min TemD% 1.550 228.928 0,458 +0.90D+W+0,90H 105.763 5,344 Bottom 3.305 Min TemD% 1.550 228.928 0.462 +0.90D+W+0.90H 106.733 5.375 Bottom 3.305 Min TemD% 1.550 228.928 0.466 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Pdnted:24 APR 2018,3:44PM Combined Footing - File= aspe%UAmhNork f{ IPROJEC-1�B000$-118163•D-1t180417-218163-FLEC6 ENERCALC.INC 1983.2017,Build 10.17.12.10.Ve(:10.17.12,10 Description: WEST FOOTING CASE#1 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi"Mn Mu 1 PhiMn (ft-k) (ft) (in^2) (in"2) _(ft-k) +0.90D+W+0.90H i 107.704 5.406 Bottom 3.305 Min TemD% 1.550 228.928 0.470 +0,90D+W+0.90H 108.675 5.438 Bottom 3.305 Min Temo% 1.550 228.928 0.475 +0.90D+W+0,90H 109.648 5.469 Bottom 3.305 Min TemD% 1.550 228.928 0.479 +0.90D+W+0.90H 110.621 5.500 Bottom 3.305 Min Temp% 1.550 228.928 0.483 +0.90D+W+0.90H 111.595 5.531 Bottom 3.305 Min Temo% 1.550 228.928 0.487 +0.90D+W+0.90H 112.569 5.563 Bottom 3.305 Min TemD% 1.550 228.928 0.492 +0.90D+W+0.90H 113.544 5.594 Bottom 3.305 Min TemD% 1.550 228.928 0.496 +0.90D+W+0.90H 114.520 5.625 Bottom 3.305 Min TemD% 1.550 228.928 0.500 +0.90D+W+0.90H 115.496 5.656 Bottom 3.305 Min TemD% 1.550 228.928 0.505 +0.90D+W+0.90H 116.472 5.688 Bottom 3.305 Min Temp% 1.550 228.928 0.509 +0.90D+W+0.90H 117.449 5.719 Bottom 3.305 Min TemD% 1.550 228.928 0.513 +0.90D+W+0.90H 118.427 5.750 Bottom 3.305 Min Temp% 1.550 228.928 0.517 +0.90D+W+0,90H 119.338 5.781 Bottom 3,305 Min TemD% 1.550 228.928 0.521 +0.90D+W+0.90H 120.116 5.813 Bottom 3.305 Min TemD% 1.550 228.928 0.525 +0.90D+W+0,90H 120.761 5.844 Bottom 3,305 Min TemD% 1.550 228.928 0.528 +0.90D+W+0.90H 121.273 5.875 Bottom 3.305 Min TemD% 1.550 228.928 0.530 +0.90D+W+0.90H 121.653 5.906 Bottom 3.305 Min Temp% 1.550 228.928 0.531 +0.90D+W+0.90H 121.899 5.938 Bottom 3.305 Min TemD% 1.550 228.928 0.532 +0.90D+W+0.90H 122.013 5.969 Bottom 3.305 Min Temp% 1.550 228.928 0.533 +0.90D+W+0,90H 121.993 6.000 Bottom 3.305 Min TemD% 1.550 228.928 0.533 +0.90D+W+0.90H 121.840 6.031 Bottom 3.305 Min TemD% 1.550 228.928 0.532 +0.90D+W+0,90H 121.554 6.063 Bottom 3.305 Min TemD% 1.550 228.928 0,531 +0.90D+W+0.90H 121.134 6.094 Bottom 3.305 Min TemD% 1.550 228.928 0.529 +0.90D+W+0.90H 120.581 6.125 Bottom 3.305 Min TemD% 1.550 228.928 0,527 +0.90D+W+0,90H 119.895 6.156 Bottom 3,305 Min Temo% 1.550 228.928 0.524 +0.90D+W+0.90H 119.075 6.188 Bottom 3.305 Min TemD% 1.550 228.928 0,520 +0.90D+W+0,90H 118.122 6,219 Bottom 3.305 Min TemD% 1.550 228.928 0.516 +0.90D+W+0.90H 117.035 6.250 Bottom 3.305 Min TemD% 1.550 228.928 0.511 +0.90D+W+0,90H 115.881 6.281 Bottom 3.305 Min TemD% 1.550 228.928 0.506 +0.90D+W+0,90H 114.726 6.313 Bottom 3.305 Min TemD% 1.550 228.928 0.501 +0.90D+W+0.90H 113,571 6.344 Bottom 3.305 Min TemD% 1.550 228.928 0.496 +0.90D+W+0,90H 112.415 6.375 Bottom 3.305 Min TemD% 1.550 228.928 0.491 +0.90D+W+0.90H 111.258 6.406 Bottom 3.305 Min TemD% 1.550 228.928 0.486 +0.90D+W+0.90H 110.100 6.438 Bottom 3.305 Min TemD% 1,550 228.928 0.481 +0.90D+W+0,90H 108.941 6.469 Bottom 3.305 Min TemD% 1.550 228.928 0.476 +0.90D+W+0.90H 107.781 6.500 Bottom 3.305 Min Temp% 1.550 228.928 0.471 +0.90D+W+0,90H 106.620 6.531 Bottom 3.305 Min TemD% 1.550 228.928 0.466 +0.90D+W+0.90H 105.458 6.563 Bottom 3.305 Min TemD% 1.550 228.928 0.461 +0.90D+W+0.90H 104.295 6.594 Bottom 3.305 Min Temp% 1.550 228.928 0.456 +0.90D+W+0,90H 103.131 6.625 Bottom 3.305 Min Temo% 1.550 228.928 0.450 +0.90D+W+0.90H 101.965 6.656 Bottom 3.305 Min TemD% 1.550 228.928 0.445 +0.90D+W+0.90H 100.798 6.688 Bottom 3.305 Min TemD% 1.550 228.928 0.440 +0.90D+W+0.90H 99.630 6.719 Bottom 3.305 Min TemD% 1.550 228.928 0.435 +0.90D+W+0,90H 98.460 6.750 Bottom 3.305 Min Temo% 1.550 228.928 0.430 +0.90D+W+0.90H 97.288 6.781 Bottom 3.305 Min TemD% 1.550 228.928 0.425 +0.90D+W+0.90H 96.115 6.813 Bottom 3.305 Min Temp% 1.550 228.928 0.420 +0.90D+W+0.90H 94.941 6.844 Bottom 3.305 Min TemD% 1.550 228.928 0.415 +0.90D+W+0.90H 93.765 6.875 Bottom 3.305 Min TemD% 1.550 228,928 0.410 +0.90D+W+0.90H 92.587 6.906 Bottom 3.305 Min TemD% 1.550 228.928 0.404 +0.90D+W+0.90H 91.407 6.938 Bottom 3.305 Min TemD% 1.550 228.928 0.399 +0.90D+W+0.90H 90.226 6.969 Bottom 3.305 Min TemD% 1.550 228.928 0.394 +0.90D+W+0.90H 89.042 7.000 Bottom 3.305 Min TemD% 1.550 228.928 0.389 +0.90D+W+0,90H 87.857 7.031 Bottom 3.305 Min TemD% 1.550 228.928 0.384 +0.90D+W+0.90H 86.670 7.063 Bottom 3.305 Min TemD% 1,550 228.928 0.379 +0.90D+W+0,90H 85.480 7.094 Bottom 3.305 Min TemD% 1.550 228.928 0.373 +0.90D+W+0.90H 84.289 7.125 Bottom 3.305 Min TemD% 1.550 228.928 0.368 +0.90D+W+0.90H 83.095 7.156 Bottom 3.305 Min TemD% 1.550 228.928 0.363 +0.90D+W+0.90H 81.899 7.188 Bottom 3.305 Min TemD% 1.550 228.928 0.358 +0.90D+W+0.90H 80.701 7.219 Bottom 3.305 Min Temp% 1.550 228.928 0.353 +0.90D+W+0.90H 79.501 7.250 Bottom 3.305 Min TemD% 1,550 228.928 0.347 +0.90D+W+0,90H 78.298 7.281 Bottom 3.305 Min TemD% 1.550 228.928 0.342 +0.90D+W+0.90H 77,093 7.313 Bottom 3.305 Min Temp% 1.550 228.928 0.337 +0.90D+W+0.90H 75.885 7.344 Bottom 3.305 Min TemD% 1.550 228.928 0.331 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: _ Printed:24 APR 2018,3:44PM - -- - - - File=1QaspeMeM�ork 4lesTROJEC-1%000-8-118163•D-11180417-2181633F-t.EC6 Combined Footing ENERCALC,INC.19a2017.Bui(d:10.1712.10,Vec10.17.12.10 . . . Description: WEST FOOTING CASE#1 Z-Axis Footing Flexure-Maximum Values for Load Combination _ Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in A2) (in A2) (ft-k) +0.90D+W+0.90H 74,675 7.375 Bottom 3.305 Min Temo% 1.550 228.928 0.326 +0.90D+W+0.90H 73.462 7,406 Bottom 3.305 Min Temo% 1.550 228.928 0.321 +0.90D+W+0.90H 72.246 7.438 Bottom 3.305 Min TemD% 1.550 228.928 0.316 +0.90D+W+0.90H 71.028 7.469 Bottom 3,305 Min TemD% 1.550 228.928 0.310 +0.90D+W+0.90H 69.807 7.500 Bottom 3.305 Min Temp% 1.550 228.928 0.305 +0.90D+W+0.90H 68.583 7.531 Bottom 3.305 Min Temo% 1.550 228.928 0.300 +0.90D+W+0.90H 67.357 7.563 Bottom 3.305 Min TemD% 1.550 228,928 0.294 +0.90D+W+0.90H 66.127 7.594 Bottom 3.305 Min TemD% 1.550 228.928 0.289 +0.90D+W+0,90H 64.895 7.625 Bottom 3,305 Min TemD% 1.550 228.928 0.283 +0.90D+W+0.90H 63.659 7.656 Bottom 3.305 Min TemD% 1.550 228.928 0.278 +0.90D+W+0.90H 62.420 7.688 Bottom 3.305 Min TemD% 1.550 228.928 0,273 +0.90D+W+0.90H 61.178 7.719 Bottom 3.305 Min Temp% 1.550 228.928 0.267 +0.90D+W+0.90H 59.933 7.750 Bottom 3.305 Min TemD% 1.550 228.928 0.262 +0.90D+W+0,90H 58.685 7.781 Bottom 3.305 Min TemD% 1.550 228,928 0.256 +0.90D+W+0.90H 57.434 7.813 Bottom 3.305 Min TemD% 1.550 228,928 0.251 +0.90D+W+0.90H 56.179 7.844 Bottom 3.305 Min TemD% 1.550 228.928 0.245 +0.90D+W+0.90H 54.921 7.875 Bottom 3.305 Min Temp% 1.550 228.928 0.240 +0.90D+W+0.90H 53.660 7.906 Bottom 3.305 Min TemD% 1.550 228.928 0.234 +0.90D+W+0,90H 52.395 7.938 Bottom 3.305 Min Temp% 1.550 228.928 0.229 +0.90D+W+0.90H 51.127 7.969 Bottom 3.305 Min TemD% 1,550 228.928 0.223 +0.90D+W+0.90H 49.856 8.000 Bottom 3.305 Min TemD% 1.550 228.928 0.218 +0.90D+W+0,90H 48.582 8.031 Bottom 3.305 Min TemD% 1.550 228.928 0.212 +0.90D+W+0.90H 47,304 8.063 Bottom 3.305 Min TemD% 1.550 228.928 0.207 +0.90D+W+0.90H 46.024 8.094 Bottom 3.305 Min TemD% 1.550 228.928 0.201 +0.90D+W+0,90H 44.740 8.125 Bottom 3.305 Min TemD% 1.550 228.928 0.195 +0.90D+W+0.90H 43.452 8.156 Bottom 3.305 Min TemD% 1.550 228.928 0.190 +0.90D+W+0,90H 42.162 8.188 Bottom 3.305 Min TemD% 1.550 228.928 0.184 +0.90D+W+0.90H 40.868 8.219 Bottom 3.305 Min TemD% 1.550 228.928 0.179 +0.90D+W+0,90H 39.571 8.250 Bottom 3.305 Min TemD% 1.550 228.928 0.173 +0.90D+W+0.90H 38.271 8.281 Bottom 3.305 Min TemD% 1.550 228.928 0,167 +0.90D+W+0.90H 36.967 8.313 Bottom 3.305 Min TemD% 1.550 228.928 0.161 +0.90D+W+0,90H 35.660 8.344 Bottom 3.305 Min TemD% 1.550 228.928 0.156 +0.90D-W+0.90H 34.601 8.375 Bottom 3.305 Min Temo% 1.550 228.928 0.151 +0.90D-W+0.90H 35.817 8.406 Bottom 3.305 Min TemD% 1.550 228.928 0.156 +0.90D-W+0.90H 37.031 8.438 Bottom 3.305 Min TemD% 1.550 228.928 0,162 +0.90D-W+0.90H 38.241 8.469 Bottom 3.305 Min TemD% 1.550 228.928 0.167 +0.90D-W+0.90H 39.448 8.500 Bottom 3,305 Min TemD% 1.550 228.928 0.172 +0.90D-W+0.90H 40.651 8.531 Bottom 3.305 Min TemD% 1.550 228.928 0.178 +0.90D-W+0.90H 41.852 8.563 Bottom 3.305 Min TemD% 1.550 228.928 0.183 +0.90D-W+0.90H 43.049 8,594 Bottom 3.305 Min TemD% 1.550 228.928 0.188 +0.90D-W+0.90H 44.243 8.625 Bottom 3.305 Min TemD% 1.550 228.928 0.193 +0.90D-W+0.90H 45.433 8.656 Bottom 3.305 Min TemD% 1.550 228.928 0.198 +0.90D-W+0.90H 46.621 8.688 Bottom 3.305 Min Temo% 1.550 228.928 0.204 +0.90D-W+0.90H 47.805 8.719 Bottom 3,305 Min TemD% 1.550 228.928 0.209 +0.90D-W+0.90H 48.986 8.750 Bottom 3.305 Min TemD% 1.550 228.928 0.214 +0.90D-W+0.90H 50.164 8.781 Bottom 3.305 Min Temp% 1.550 228.928 0.219 +0.90D-W+0.90H 51.338 8.813 Bottom 3.305 Min TemD% 1.550 228.928 0.224 +0.90D-W+0.90H 52.509 8.844 Bottom 3.305 Min TemD% 1.550 228.928 0.229 +0.90D-W+0.90H 53.677 8.875 Bottom 3.305 Min TemD% 1.550 228.928 0.234 +0.90D-W+0.90H 54.842 8.906 Bottom 3.305 Min TemD% 1.550 228.928 0.240 +0.90D-W+0.90H 56.003 8.938 Bottom 3.305 Min TemD% 1.550 228.928 0.245 +0.90D-W+0.90H 57.161 8.969 Bottom 3.305 Min TemD% 1.550 228.928 0.250 +0.90D-W+0.90H 58.316 9.000 Bottom 3.305 Min TemD% 1.550 228.928 0.255 +0.90D-W+0.90H 59,468 9.031 Bottom 3.305 Min TemD% 1.550 228.928 0.260 +0.90D-W+0.90H 60.616 9.063 Bottom 3,305 Min TemD% 1.550 228.928 0.265 +0.90D-W+0.90H 61.761 9.094 Bottom 3.305 Min TemD% 1.550 228.928 0.270 +0.90D-W+0.90H 62.903 9,125 Bottom 3.305 Min TemD% 1.550 228.928 0.275 +0.90D-W+0.90H 64.042 9.156 Bottom 3.305 Min TemD% 1.550 228.928 0.280 +0.90D-W+0.90H 65.177 9.188 Bottom 3.305 Min TemD% 1.550 228.928 0.285 +0.90D-W+0,90H 66.309 9.219 Bottom 3.305 Min TemD% 1.550 228.928 0.290 +0.90D-W+0.90H 67.438 9.250 Bottom 3.305 Min TemD% 1.550 228.928 0.295 +0.90D-W+0.90H 68.509 9.281 Bottom 3.305 Min Temp% 1.550 228.928 0.299 +0.90D-W+0.90H 69.469 9.313 Bottom 3.305 Min TemD% 1.550 228.928 0,303 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:24 APR 2018,3:44PM Fife='UaspeMeMrork fWIPROJEC-118000-8-116163-D-1%180417-21B163-F-1.EC6 Combined Footing ENERCALC,INC.19a2017,Buikf,10.17.1710 Vec10.17.12.10 Description: WEST FOOTING CASE#1 2-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu I PhiMn (ft-k) (ft) (inA2) (m^2) (ft=k) +0.90D-W+0.90H 70.316 9.344 Bottom 3.305 Min Temo% 1.550 228.928 0.307 +0.90D-W+0.90H 71.051 9.375 Bottom 3.305 Min Temp% 1.550 228.928 0.310 +0.90D-W+0.90H 71.674 9.406 Bottom 3.305 Min Temp% 1.550 228.928 0.313 +0.90D-W+0.90H 72.185 9.438 Bottom 3.305 Min Temp% 1.550 228.928 0.315 +0.90D-W+0.90H 72.584 9.469 Bottom 3.305 Min Temp% 1.550 228.928 0.317 +0.90D-W+0.90H 72.871 9.500 Bottom 3.305 Min Temp% 1.550 228.928 0.318 +0.90D-W+0.90H 73.046 9.531 Bottom 3.305 Min Temp% 1.550 228.928 0.319 +0.90D-W+0.90H 73.109 9.563 Bottom 3.305 Min Temo% 1.550 228.928 0.319 +0.90D-W+0.90H 73.060 9.594 Bottom 3.305 Min Temo% 1.550 228.928 0.319 +0.90D-W+0.90H 72.899 9.625 Bottom 3.305 Min Temo% 1.550 228.928 0.318 +0.90D-W+0.90H 72.626 9.656 Bottom 3.305 Min Temo% 1.550 228.928 0.317 +0.90D-W+0.90H 72.240 9.688 Bottom 3.305 Min Temp% 1.550 228.928 0.316 +0.90D-W+0.90H 71.743 9.719 Bottom 3.305 Min TemD% 1.550 228.928 0.313 +0.90D-W+0.90H 71.134 9.750 Bottom 3.305 Min TemD% 1.550 228.928 0.311 +0.90D-W+0.90H 70.467 9.781 Bottom 3.305 Min TemD% 1.550 228.928 0.308 +0.90D-W+0.90H 69.796 9.813 Bottom 3.305 Min TemD% 1.550 228.928 0.305 +0.90D-W+0.90H 69.123 9.844 Bottom 3.305 Min TemD% 1.550 228.928 0.302 +0.90D-W+0.90H 68.446 9.875 Bottom 3.305 Min TemD% 1.550 228.928 0.299 +0.90D-W+0.90H 67.766 9.906 Bottom 3.305 Min Temp% 1.550 228.928 0.296 +0.90D-W+0.90H 67.083 9.938 Bottom 3.305 Min TemD% 1.550 228.928 0.293 +0.90D-W+0.90H 66.397 9.969 Bottom 3.305 Min Temp% 1.550 228.928 0.290 +0.90D-W+0.90H 65.707 10.000 Bottom 3.305 Min TemD% 1.550 228.928 0.287 +0.90D-W+0.90H 65.014 10.031 Bottom 3.305 Min TemD% 1.550 228.928 0.284 +0.90D-W+0.90H 64.318 10.063 Bottom 3.305 Min TemD% 1.550 228.928 0.281 +0.90D-W+0.90H 63.618 10.094 Bottom 3.305 Min TemD% 1.550 228.928 0.278 +0.90D-W+0.90H 62.915 10.125 Bottom 3.305 Min TemD% 1.550 228,928 0.275 +0.90D-W+0.90H 62.210 10.156 Bottom 3.305 Min Temo% 1.550 228.928 0.272 +0.90D-W+0.90H 61.500 10.188 Bottom 3.305 Min Temp% 1.550 228.928 0.269 +0.90D-W+0.90H 60.788 10.219 Bottom 3.305 Min TemD% 1.550 228.928 0.266 +0.90D-W+0.90H 60.072 10.250 Bottom 3.305 Min TemD% 1.550 228.928 0.262 +0.90D-W+0.90H 59.353 10.281 Bottom 3.305 Min TemD% 1.550 228.928 0.259 +0.90D-W+0.90H 58.631 10.313 Bottom 3.305 Min TemD% 1.550 228.928 0.256 +0.90D-W+0.90H 57.905 10.344 Bottom 3.305 Min TemD% 1.550 228.928 0.253 +0.90D-W+0.90H 57,177 10.375 Bottom 3.305 Min Temo% 1.550 228.928 0.250 +0.90D-W+0.90H 56.445 10.406 Bottom 3.305 Min TemD% 1.550 228.928 0.247 +0.90D-W+0.90H 55.710 10.438 Bottom 3.305 Min TemD% 1.550 228.928 0.243 +0.90D-W+0.90H 54.971 10.469 Bottom 3.305 Min TemD% 1.550 228,928 0.240 +0.90D-W+0.90H 54.229 10.500 Bottom 3.305 Min TemD% 1.550 228.928 0.237 +0.90D-W+0.90H 53.484 10.531 Bottom 3.305 Min TemD% 1.550 228,928 0.234 +0.90D-W+0.90H 52.736 10.563 Bottom 3.305 Min Temo% 1.550 228.928 0.230 +0.90D-W+0.90H 51.985 10.594 Bottom 3.305 Min TemD% 1.550 228.928 0.227 +0.90D-W+0.90H 51.230 10.625 Bottom 3.305 Min TemD% 1.550 228.928 0.224 +0.90D-W+0.90H 50.472 10.656 Bottom 3.305 Min TemD% 1.550 228.928 0.220 +0.90D-W+0.90H 49.711 10.688 Bottom 3.305 Min TemD% 1.550 228.928 0.217 +0.90D-W+0.90H 48.946 10.719 Bottom 3.305 Min TemD% 1.550 228.928 0.214 +0.90D-W+0.90H 48.179 10.750 Bottom 3.305 Min TemD% 1.550 228.928 0.210 +0.90D-W+0.90H 47.408 10.781 Bottom 3.305 Min Temo% 1.550 228.928 0.207 +0.90D-W+0.90H 46.633 10.813 Bottom 3.305 Min TemD% 1.550 228.928 0.204 +0.90D-W+0.90H 45.856 10.844 Bottom 3.305 Min TemD% 1.550 228.928 0.200 +0.90D-W+0.90H 45.075 10.875 Bottom 3.305 Min TemD% 1.550 228.928 0.197 +0.90D-W+0.90H 44.291 10.906 Bottom 3.305 Min TemD% 1.550 228,928 0.193 +0.90D-W+0.90H 43.504 10.938 Bottom 3.305 Min TemD% 1.550 228.928 0.190 +0.90D-W+0.90H 42.714 10.969 Bottom 3.305 Min TemD% 1.550 228.928 0.187 +0.90D-W+0.90H 41.920 11.000 Bottom 3.305 Min Temp% 1.550 228,928 0,183 +0.90D-W+0.90H 41.123 11.031 Bottom 3.305 Min TemD% 1.550 228.928 0.180 +0.90D-W+0.90H 40.323 11.063 Bottom 3.305 Min TemD% 1.550 228.928 0.176 +0.90D-W+0.90H 39.519 11.094 Bottom 3.305 Min TemD% 1.550 228.928 0.173 +0.90D-W+0.90H 38.713 11 125 Bottom 3.305 Min TemD% 1.550 228.928 0.169 +0.90D-W+0.90H 37.903 11.156 Bottom 3.305 Min Temo% 1.550 228.928 0.166 +0.90D-W+0.90H 37.089 11.188 Bottom 3.305 Min Temp% 1.550 228.928 0.162 +0.90D-W+0.90H 36.273 11 219 Bottom 3.305 Min TemD% 1.550 228.928 0.158 +0.90D-W+0.90H 35.453 11.250 Bottom 3.305 Min TemD% 1.550 228.928 0.155 +0.90D-W+0.90H 34.630 11.281 Bottom 3.305 Min TemD% 1.550 228.928 0.151 STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:24 APR 2018.3:44PM File=lUaSpWUMtwvrk fileSIPROJEC-11B000-8-i%16XD-11180417-21816XF-1.ECS Combined Footing ENERCALC,INC.198&2017.BUdQ10.171210,Ver.10.17.1210 KW-06011 301Covington Description: WEST FOOTING CASE#1 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in A2) (ft-k) +0.90D-W+0.90H 33.804 11.313 Bottom 3.305 Min Temp% 1.550 228.928 0.148 +0.90D-W+0.90H 32.975 11.344 Bottom 3.305 Min Temp% 1,550 228.928 0.144 +0.90D-W+0,90H 32.142 11.375 Bottom 3.305 Min Temp% 1.550 228.928 0,140 +0.90D-W+0.90H 31.306 11.406 Bottom 3.305 Min Temp% 1.550 228.928 0.137 +0.90D-W+0.90H 30.467 11.438 Bottom 3.305 Min Temp% 1,550 228.928 0.133 +0.90D-W+0.90H 29.624 11.469 Bottom 3.305 Min Temp% 1.550 228.928 0.129 +0.90D-W+0.90H 28.779 11.500 Bottom 3.305 Min Temp% 1.550 228.928 0.126 +0.90D-W+0.90H 27.930 11.531 Bottom 3.305 Min Temp% 1.550 228.928 0.122 +0.90D-W+0.90H 27.077 11.563 Bottom 3.305 Min Temp% 1.550 228.928 0.118 +0.90D-W+0.90H 26.222 11.594 Bottom 3.305 Min Temp% 1.550 228.928 0.115 +0.90D-W+0.90H 25.363 11.625 Bottom 3.305 Min Temp% 1.550 228.928 0.111 +0.90D-W+0.90H 24.501 11.656 Bottom 3.305 Min Temp% 1.550 228.928 0.107 +0.90D-W+0.90H 23.636 11.688 Bottom 3.305 Min Temp% 1.550 228.928 0,103 +0.90D-W+0.90H 22.768 11.719 Bottom 3.305 Min Temp% 1.550 228.928 0.099 +0.90D-W+0.90H 21.896 11.750 Bottom 3.305 Min Temp% 1.550 228.928 0.096 +0.90D-W+0.90H 21.021 11.781 Bottom 3.305 Min Temp% 1.550 228.928 0.092 +0.90D-W+0.90H 2O.143 11.813 Bottom 3.305 Min Temp% 1.550 228.928 0.088 +0.90D-W+0.90H 19.261 11.844 Bottom 3.305 Min Temp% 1.550 228.928 0,084 +0.90D-W+0.90H 18.377 11.875 Bottom 3.305 Min Temp% 1.550 228.928 0.080 +0.90D-W+0.90H 17.489 11.906 Bottom 3.305 Min Temp% 1.550 228.928 0.076 +0.90D-W+0.90H 16.597 11.938 Bottom 3.305 Min Temp% 1.550 228.928 0.073 +0.90D-W+0.90H 15.703 11.969 Bottom 3.305 Min Temp% 1.550 228.928 0.069 +0.90D-W+0.90H 14.805 12.000 Bottom 3.305 Min Temp% 1.550 228,928 0,065 +0.90D-W+0.90H 13.904 12.031 Bottom 3.305 Min Temp% 1.550 228.928 0.061 +0.90D-W+0.90H 13.000 12.063 Bottom 3.305 Min Temp% 1.550 228.928 0.057 +0.90D-W+0.90H 12.093 12.094 Bottom 3.305 Min Temp% 1.550 228.928 0.053 +0.90D-W+0.90H 11.182 12.125 Bottom 3.305 Min Temp% 1.550 228.928 0.049 +0.90D-W+0.90H 10.268 12.156 Bottom 3.305 Min Temp% 1.550 228.928 0.045 +0,90D-W+0.90H 9.351 12.188 Bottom 3.305 Min Temp% 1.550 228.928 0.041 +0.90D-W+0.90H 8.430 12.219 Bottom 3.305 Min Temp% 1.550 228.928 0.037 +0.90D-W+0.90H 7.507 12.250 Bottom 3,305 Min TemD% 1.550 228.928 0.033 +0.90D-W+0.90H 6.580 12.281 Bottom 3.305 Min Temp% 1.550 228.928 0.029 +0.90D-W+0.90H 5.649 12.313 Bottom 3.305 Min TemD% 1.550 228.928 0.025 +0,90D-W+0.90H 4.716 12.344 Bottom 3.305 Min Temp% 1.550 228.928 0.021 +0.90D-W+0.90H 3.779 12.375 Bottom 3.305 Min TemD% 1.550 228.928 0.017 +0.90D-W+0.90H 2.839 12.406 Bottom 3.305 Min TemD% 1.550 228.928 0.012 +0.90D-W+0.90H 1.896 12.438 Bottom 3.305 Min Temp% 1.550 228.928 0.008 +0.90D-W+0.90H 0.950 12.469 Bottom 3.305 Min Temp% 1.550 228.928 0.004 +0.90D-W+0.90H 0.000 12.500 0 0.000 0 0.000 0.000 0.000 One Way Shear _ Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.60H 82.16 psi 0.00 psi 0.00 psi 164.32 psi 0.01 psi 0.01 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 0.00 psi 0.00 psi 164.32 psi 0.01 psi 0.01 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 0.00 psi 0.00 psi 164.32 psi 0.01 psi 0.01 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 0.00 psi 0.00 psi 164.32 psi 0.01 psi 0.01 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 5.65 psi 5.65 psi 164.32 psi 6.45psi 6.97 psi +1.20D+1.60Lr-0.50W+1.60H 82.16 psi 5.65 psi 5.65 psi 164.32 psi 6.47psi 6.98 psi +1.20D+0.50L+1.60S+1.60H 82.16 psi 0.00 psi 0.00 psi 164.32 psi 0.01 psi 0.01 psi +1.20D+1.60S+0.50W+1.60H 82.16 psi 5.65 psi 5.65 psi 164.32 psi 6.45psi 6.97 psi +1,20D+1.60S-0.50W+1.60H 82.16 psi 5.65 psi 5.65 psi 164.32 psi 6.47 psi 6.98 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 11.30 psi 11.30 psi 164.32 psi 12.98psi 14.07 psi +1.20D+0.50Lr+0.50L-W+1.60H 82.16 psi 10.04 psi 10.04 psi 164.32 psi 12.16psi 13.83 psi +1,20D+0.50L+0.50S+W+1.60H 82.16 psi 11.30 psi 11.30 psi 164.32 psi 12.98 psi 14.07 psi +1.20D+0.50L+0.50S-W+1.60H 82.16 psi 10.04 psi 10.04 psi 164.32 psi 12.16psi 13.83 psi +1.20D+0.50L+0.20S+E+1.60H 82.16 psi 0.00 psi 0.00 psi 164.32 psi 0.01 psi 0.01 psi +1.20D+0.50L+0.20S-E+1.60H 82.16 psi 0.00 psi 0.00 psi 164.32 psi 0.01 psi 0.01 psi +0.90D+W+0.90H 82.16 psi 11.85 psi 11.85 psi 164.32 psi 13.27psi 14.03 psi +0.90D-W+0.90H 82.16 psi 12.57 psi 21.24 psi 164.32 psi 12.43 psi 12.43 psi +0.90D+E+0.90H 82.16 psi 0.00 psi 0.00 psi 164.32 psi 0.01 psi 0.01 psi STRUCTURAL DESIGN ASSOCIATES Project Title: DANTRAWL INC. Engineer: Project ID: SDA#8163 Project Descr: Printed:24 APR 2018,3:44PM - File='U"peAnetwoAcfilesTROJEC-118000.8-118163-D-11180417-21816.3-F-1.EC6 Combined Footing ENERCALC.INC 19a2pi7,Build:10171210,Ver.1017.12.10 Description: WEST FOOTING CASE#1 oRe Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +0.90D-E+0.90H 82.16 psi 0.00 psi 0.00 psi 164.32 Psi 0.01 psi 0.01 psi I Structural Design Associates 3006 Rucker Ave. Everett, WA 98201-3774 Phone: (425) 339-0293 Fax: (425) 252-0916 STRUCTURAL CALCULATIONS CONC. TILT-UP PANELS SDA Job # 8163 V1. , 34383 O EGISTER� �SfONAL�G DANTRAWL INC. 62XX 180th St. NE, ARLINGTON, WA December 27, 2017 i �Opi ir 916 s O-t/i / Zov 7 (ooc" i-L/-T - UP L WALL wXLIO Lo4jZ (T 27, 6, 1) _ 3,0) l ,3o = 2 , J 2. 73v Poi 0s y 3 0- WALL f ut Lom?,r ( T/3•& - /) �a.� '�s`.g�a -T= /,6 UT-Cfta o s, Nov- svve-rutwt_ rn1J� AL-L FELEV ,. - p = Z,.s .gyp Q eo f OF W A r! 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F ` S �y STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer Project ID: SDA#8163 Project Descr: & Ported: 2 OCT 2017, 1:38PM Fie=Wawerinetwk fikWOJECTs18 0 0 0-8-11816M-11171002-118163•P-1.EC6 Project Information ENERCALC,ING 1983-2017.Bu1b:1017.8.28.Ver10.i7.8.28 KW-06011301 Covington Project Title : Dantrawl Building Description I.D. : SDA#5163 Address Project Leader Phone Fax eMail Project Notes STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr. 0 Pnnted: 3 OCT 2017 12:17PM Fife-Wasgerinetwork fibs%PROJECTS18000.8-118163•D^-1N7t002-118163P-1 ECE Concrete Slender Wall ENERCALC,INC 1983.2017,Buki 1017.8 28,Ver 1017 8.2t Licensee:Covington Description: TYP PANEL 21 DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6598 +1.20D+0.50L+0.20S+E+1.60H Max Mu 3.434 k-ft Phi*Mn 5.204 k-ft PASS Service Deflection Check Actual Defl. Ratio L/ 1,027 Allowable Defl. Ratio 150 E Only Max. Deflection 0.3037 in PASS Axial Load Check Max Pu/Ag 29.393 psi Max.Allow. Defl. 2.080 in +1.20D+0.50L+0.20S+E+1.60H Location 13.433 ft 0.06*fc 180.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.007126 As/bd= 0.0 rho bal 0.01355 Maximum Reactions. .. for Load Combination.... Top Horizontal E Only 0.3434 k Base Horizontal E Only 0.3434 k Vertical Reaction +D+0.750L+0.750S-0.5250E+H 3.262 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in12 +1 40D+1.60H at 25.13 to 26.00 0.000 15 660 240 0.78 0.90 4.63 0.310 0.0071 0.0135 +1.20D+0 50Lr+1.60L+1.60H at 25.13 to 26 0,000 15 660 240 0.67 0.90 4.63 0.310 0.0071 0.0135 +1.20D+1.60L+0,50S+1.60H at 25.13 to 26 C 0.000 15 660 240 0.67 0.90 4.63 0,310 0.0071 0.0135 +1.20D+1.60Lr+0.50L+1-60H at 25.13 to 26. 0.000 15.660 2.40 0.67 0.90 463 0.310 0.0071 0.0135 +1.20D+1.60Lr+0.50W+1.60H at 14.73 to 15 2.376 15.660 2.40 1.50 0.90 516 0 310 0.0071 0.0135 +1.20D+1.60Lr-0.50W+1.60H at 10.40 to 11. 2.829 15-660 2.40 0.82 0.90 526 0.310 0.0071 0,0135 +1 20D+0.50L+1.60S+1 60H at 25.13 to 26.( 0,000 15.660 240 0.67 0.90 4.63 0.310 0.0071 0.0135 +1.20D+1.60S+0.50W+1.60H at 14.73 to 15. 2.376 15.660 240 1.50 0,90 5.16 0.310 0.0071 0.0135 +1.20D+1.60S-0.50W+1,60H at 10.40 to 11.: 2.829 15 660 240 082 0.90 5.26 0.310 0.0071 0.0135 +1.20D+0.50Lr+0.50L+W+1.60H at 13.00 to 2.557 15 660 240 3,40 0.90 5.20 0.310 0.0071 0.0135 +1.20D+0.50Lr+0.50L-W+1.60H at 1127 to 1 2.738 15.660 240 1.95 0.90 5.24 0.310 0,0071 0,0135 +1.20D+0.50L+0.50S+W+1.60H at 13.00 to ' 2,557 15 660 240 3.40 0.90 5.20 0.310 0.0071 00135 +1 20D+0.50L+0,50S-W+1.60H at 11.27 to 1 2.738 15 660 240 1.95 0.90 5.24 0.310 0.0071 0.0135 +1.20D+0.50L+0.20S+E+1.60H at 13,00 to 1 2.557 15.660 240 3.43 0.90 5.20 0.310 0.0071 0,0135 +1.20D+0.50L+0.20S-E+1.60H at 11.27 to 1: 2.738 15-660 2.40 1.96 0.90 5.24 0,310 0.0071 0.0135 +0.90D+W+0.90H at 13.00 to 13.87 1918 15 660 2.40 2.90 0.90 5.06 0.310 0,0071 0.0135 +0 90D-W+0.90H at 12.13 to 13.00 1.986 15 660 240 2.01 090 5.08 0.310 00071 0.0135 +0 90D+E+0 90H at 13.00 to 1387 1.918 15 660 240 2.95 0.90 5.06 0.310 0,0071 0.0135 +0 90D-E+0.90H at 12.13 to 13.00 1986 15 660 240 2.03 090 5.08 0 310 0.0071 0,0135 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in^4 in14 W4 in +D+H at 14.73 to 15.60 1.980 240 0,33 381.08 27.91 285.809 0.047 6,5697 +D+L+H at 14.73 to 15-60 1.980 240 0.33 381.08 27.91 285.809 0.047 6,5693 +D+Lr+H at 14.73 to 15.60 1.980 2A0 0.33 381.08 27.91 285.809 0.047 6,5697 +D+S+H at 14,73 to 15.60 1.980 2.40 0.33 381.08 27.91 285.809 0 047 6,569.7 +D+0.750Lr+0.750L+H at 14.73 to 15.60 1.980 240 0.33 381.08 2791 285.809 0.047 6.569.7 +D+0.750L+0.750S+H at 14.73 to 15,60 1980 2.40 0.33 381.08 2791 285.809 0 047 6,569-7 +D+060W+H at 13.00 to 13.87 2.131 2.40 1.65 381.08 28.07 285,809 0.232 1,345.4 +D+0.70E+H at 13.00 to 13.87 2.131 240 189 381.08 28.07 285,809 0265 1,179.6 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawrl Building Engineer: Project ID: SDA#8163 Project Descr: Printed. 3 OCT 2017,12:17PM Concrete Slender Wall Fib lW= aspertnetmrkriksPROJECTS%0&8-1t8163-0-11171002-1%161P-1.ECE ENERCALC.INC 1983.2017.BuK10.11.82$,Vec10.17.82f KW-06011301 Description: TYP PANEL 21 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base_ Horizontal Top Horizontal Vertical @ Wall Base +D+L+H 0.0 k 002 k 3.262 k +D+Lr+H OA k 002 k 3.262 k +D+S+H 0.0 k 0.02 k 3,262 k +D+0.750Lr+0:750L+H 0.0 k 0.02 k 3,262 k +D+0.750L+0.750S+H 0.0 k 0.02 k 3,262 k +D+O 60W+H 0.2 k 018 k 3,262 k +D-0.60W+H 0.2 k 023 k 3,262 k +D+0.70E+H 0.3 k 022 k 3 262 k +D-0.70E+H 0.2 k 0.26 k 3.262 k +D+0.750Lr+0.750L+0.450W+H 0.2 k 0,13 k 3.262 k +D+0.750Lr+0.75OL-0 450W+H 0.1 k 0.18 k 3.262 k +D+0.750L+0.750S+0 450W+H 02 k 0.13 k 3.262 k +D+0.750L+0.75OS-0.450W+H 01 k 0,18 k 3.262 k +D+0.750L+0-750S+0.5250E+H 0.2 k 016 k 3.262 k +D+0.750L+0.75OS-0.5250E+H 02 k 0.20 k 3,262 k +0.60D460W+0.60H 0.2 k 0.19 k 1.957 k +0.60D-0.60W+0.60H 0.2 k 0.22 k 1.957 k +0.60D+0.70E+0.60H 0.3 k 0.23 k 1.957 k +0.60D-0.70E+0.60H 0.2 k 0.25 k 1.957 k D Only 0.0 k 0.02 k 3.262 k LrOnly 0.0 k 0.00 k 0,000 k L Only 0.0 k 0.00 k 0 000 k S Only 0.0 k MO k 0 000 k W Only 0.3 k 0,34 k 0 000 k -yy 0.3 k 034 k 0 000 k E Only 0.3 k 0,34 k 0.000 k E Only'-1.0 0.3 k 0.34 k 0.000 k H Only 0.0 k 0.00 k 0.000 k I STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: nZ Printed: 3 OCT 2017. 1:57PM Cortc6ete Slender Wall Fib-kUa4eVelworkGlDs1PROJECrS18000.8-1181M-nn1002-118163w1.Ecf ENERCALC,INC 1983-2017,Build 1017.8.29.Ver.10.17.8.21 KW-0601 1301 Description: SPANDRAL DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values . . Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Rati0 = 0.4163 +0.90D+E+0.90H Max Mu 1.392 k-ft Phi*Mn 3.343 k-ft PASS Service Deflection Check Actual Defl.Ratio U 5,040 Allowable Defl.Ratio 150 E Only Max.Deflection 0.04286 in PASS Axial Load Check Max Pu I Ag 11.881 psi Max.Allow. Defl. 1.440 in +1.20D+0.50L+0.20S+E+1.60H Location 9.30 ft 0.06*fc 180.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.002703 Aslbd= 0.0 rho bal 0.01355 Maximum Reactions... for Load Combination.... Top Horizontal E Only 0.3033 k Base Horizontal E Only 0.3033 k Vertical Reaction +D+0.750L+0.750S+0.5250E+H 2.098 k Design Maximum Combinations-Moments Results reported for"Strip Width"= 12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft Vt k-ft in^2 +1.40D+1.60H at 17 40 to 18.00 0.000 19.980 3.91 008 0.90 3.02 0.150 0,0027 0.0135 +1.20D+0.50Lr+1.60L+1.60H at 17.40 to 18. 0.000 19.980 3.91 0.07 0.90 3.02 0.150 0.0027 0.0135 +1.20D+1.60L+0.50S+1.60H at 17.40 to 18.0 0.000 19.980 3.91 0.07 0.90 302 0.150 0.0027 0,0135 +1.20D+1.60Lr+0.50L+1.60H at 17.40 to 18 0,000 19-980 3.91 0.07 0.90 3.02 0.150 0.0027 0.0135 +1.20D+1 60Lr+0.50W+1.60H at 9.00 to 9.6C 1,319 19 980 3.91 0.56 0.90 3.45 0,150 0.0027 0,0135 +1.20D+0.50L+1.60S+1 60H at 17.40 to 18.( 0.000 19.980 3.91 0,07 0.90 302 0 150 0.0027 0.0135 +1.20D+1.60S+0.50W+1.60H at 9.00 to 9.60 1,319 19 980 3.91 0.56 090 3.45 0.150 0.0027 0,0135 +1.20D+0-50Lr+0.50L+W+1.60H at 9.00 to 9 1.319 19.980 3.91 1.09 0.90 345 0.150 0.0027 0,0135 +1.20D+0.50L+0.50S+W+1.60H at 9.00 to 9. 1.319 19.980 3.91 1.09 0.90 3.45 0.150 00027 0,0135 +1.20D+0.50L+0,20S+E+1.60H at 9.00 to 9.f 1.319 19.980 3.91 140 0.90 3.45 0,150 0.0027 0,0135 +0.90D+W+0.90H at 9.00 to 9.60 0.989 19,980 3.91 108 0.90 3.34 0.150 0.0027 0.0135 +0.90D+E+0.90H at 9,00 to 9,60 0.989 19 980 391 1.39 0.90 334 0.150 00027 0.0135 Design Maximum Combinations-Deflections Results reported for"Strip Width"= 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in14 in^4 in^4 in _ +D+H at 10.20 to 10.80 0.966 3.91 0.03 791.45 25.92 593,590 0.001 197944.0 +D+L+H at 10.20 to 10.80 0,966 3.91 0.03 791,45 25.92 593.590 0.001 197944.0 +D+Lr+H at 10.20 to 10.80 0.966 3.91 0.03 791.45 25.92 593.590 0 001 197944.0 +D+S+H at 10.20 to 10,80 0.966 3.91 0103 791.45 25.92 593,590 0.001 197944.0 +D+0.750Lr+0.750L+H at 1020 to 10.80 0.966 3.91 0.03 791,45 25.92 593.590 0,001 197944.0 +D+0-750L+0.750S+H at 10.20 to 10.80 0.966 3.91 0.03 791.45 25.92 593.590 0.001 197944.0 +D+0.60W+H at 9.00 to 9.60 1.099 391 0.66 791,45 26.21 593.590 0,021 10,301.2 +D+0.70E+H at 9.00 to 9.60 1.099 3.91 0.99 791.45 26.21 593,590 0.031 6,932.5 +D+0.750Lr+0.750L+0.450W+H at 9.00 to 9.6 1.099 3.91 0.50 791.45 26.21 593,590 0.016 13.504.3 +D+0.750L+0.750S+0.450W+H at 9.00 to 9.60 1.099 3.91 0.50 791.45 26,21 593.590 0.016 13,504.3 +D+0.750L+0.7505+0.5250E+H at 9.00 to 9.6 1.099 3.91 0.75 791.45 26.21 593,590 0.024 9,138.3 +0.60D+0.60W+0.60H at 900 to 960 0.659 3.91 0.65 791,45 25.22 593.590 0.021 10.528.5 +0.60D+0.70E+0.60H at 9 00 to 9 60 0.659 3.91 0.97 791.45 25.22 593.590 0.031 7,0373 D Only at 10.20 to 1080 0.966 3.91 0.03 791.45 25.92 593,590 0.001 197944.0 0.000 0.00 0.00 0.00 0,00 0 000 0,000 00 i STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: Printed:3 OCT 2017 12:34PM File=1WaspeArietmrk fiies1PROJECTS18WO-*-118163-0-1N71002-118163-P-1,ECE Concrete Beam ENERCALC,INC 1983-2017.8wid:10,17.8,28,Ver.10.17&21 CovingtonLiC.#:KW-06011301 Licensee Description: SPANDRAL HEADER CODE REFERENCES Calculations per ACI 318-14, IBC 2015, ASCE 7-10 Load Combination Set.- ASCE 7-10 Material Properties fc - 3.0 ksi Phi Values Flexure 090 fr= fct� *7.50 = 0.0 psi Shear 0.750 yr Density = 150.0 pcf R 1 = 0 0 X LtWt Factor = 1.0 Elastic Modulus = 3,320.56 ksi Fy-Stirrups 40 0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29.0 ksi E-Main Rebar = 29.0 ksi Stirrup Bar Size# 5 Number of Resisting Legs Per Stirrup= 1.0 r 1251-c---- Cross Section & Reinforcing Details Rectangular Section, Width=9.250 in, Height=60.0 in Span#1 Reinforcing.... 245 at 3.0 in from Bottom,from 0.0 to 16.0 ft in this span 245 at 3.0 in from Top,from 0.0 to 16.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.010, S=0.0250 ksf, Tributary Width=5.0 ft,(CLADDING) DESIGN SUMMARY _ M01r. • Maximum Bending Stress Ratio = 0.150 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.127 in Ratio= 2369>=36 Mu:Applied 1.499 k-ft Max Upward Transient Deflection -0.035 in Ratio= 3108>=36 Mn`Phi:Allowable 9.990 k-ft Max Downward Total Deflection 0.000 in Ratio= 999>=18 Max Upward Total Deflection 0.000 in Ratio= 999>=18 Location of maximum on span 10.612 ft Span#where maximum occurs Span(#1 Vertical Reactions Support notation Far left is#1 Load Combination Support 1 Support 2 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest Maximum Forces &Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max "+"Defl Location in Span 1 00000 0.000 0.0000 0.000 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: Pnnted: 3 OCT 2017.9:07MI Fite=lUaVeAnetmrk fihslPROJECTS1B000 8-118163D-11171002-�118163P-1,EC8 concrete Bears ENERCALC.INC 1902017,Bu11d-1017.828,Ver1017-ES28 Licensee:Covington KW-06011301 Description: PANEL 4-DOOR JAMB Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 +0.60D+0-70E+0.b0H 2.772 D Only Lr Only L Only S Only W Only 3.960 3.960 E Only 3.960 3.960 H Only Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi`Vc Comment Phi`Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggesl +0.90D+E+0,90H 1 0.00 5.75 3.96 3.96 0.00 1.00 79.36 Vu<PhiVc/2 Not Reqd 9 79.4 0.0 0.0 +0.90D+E+0.901-1 1 005 5.75 3.95 3.95 018 1.00 79.36 Vu<PhiVc/2 Not Reqd 9 79.4 0.0 0.0 +0.90D+E+0.90H 1 0,09 5.75 3.93 3.93 0.36 1.00 79,36 Vu<PhiVc/2 Not Reqd 9 79.4 00 0.0 +0.90D+E+0.90H 1 014 5.75 3.92 3.92 0.54 1.00 79,36 Vu<PhiVc/2 Not Reqd 9 79.4 0.0 0.0 +0.90D+E+0.90H 1 0,18 5.75 3.90 3.90 0.72 1.00 79.36 Vu<PhiVc/2 Not Reqd 9 79.4 0.0 0.0 +0.90D+E+0.90H 1 023 5.75 3.89 3.89 0.89 1.00 7R36 Vu<PhiVc/2 Not Reqd 9 79.4 0.0 0.0 +0.90D+E+0.90H 1 027 5.75 3.87 3.87 107 1.00 79.36 Vu<PhiVc/2 Not Reqd 9 79.4 &0 00 +0 90D+E+0 90H 1 0.32 5.75 3.86 3.86 1.25 1.00 79.36 Vu<PhiVc/2 Not Reqd 9 79.4 0.0 0.0 +0.90D+E+0 90H 1 036 5.75 3.84 3.84 1.42 1.00 79.36 Vu<PhiVc/2 Not Reqd 9 79.4 0.0 0.0 +0.90D+E+0 90H 1 0.41 5.75 3.83 3.83 1.60 1.00 79.36 Vu<PhiVc/2 Not Reqd 9 79.4 0.0 0.0 +0.90D+E+0 90H 1 0.46 5.75 3.82 3.82 177 1.00 79.36 Vu<PhiVc/2 Not Reqd 9 79.4 0.0 0.0 +0.90D+E+0.90H 1 0,50 5.75 380 3.80 1.94 0.94 77.78 Vu<PhiVc/2 Not Reqd 9 778 0.0 0.0 +0.90D+E+0.90H 1 0,55 5.75 379 3.79 2.12 0.86 74.83 Vu<PhiVc/2 Not Reqd 9 74.8 00 0.0 +0.90D+E+0.90H 1 0.59 5.75 377 3.77 2.29 079 72,33 Vu<PhiVc/2 Not Reqd 9 72.3 0.0 0.0 +0.90D+E+0.90H 1 0.64 5.75 3.76 3.76 246 0.73 70.19 Vu<PhiVc/2 Not Reqd 9 70.2 0.0 0.0 +0.90D+E+0.90H 1 0,68 5.75 3.74 3.74 2.63 0.68 68.33 Vu<PhiVc/2 Not Reqd 9 68.3 0.0 0.0 +0.90D+E+0.90H 1 0.73 5.75 3.73 3.73 2.80 0.64 66.71 Vu<PhiVc/2 Not Reqd 9 667 0.0 0.0 +0.90D+E+0.90H 1 0.77 5.75 3.71 3.71 2.97 0.60 65.27 Vu<PhiVc/2 Not Reqd 9 65.3 0.0 0.0 +0.90D+E+0.90H 1 082 5.75 3.70 3.70 314 0.56 64.00 Vu<PhiVc/2 Not Reqd 9 64.0 0.0 0,0 +0.90D+E+0.90H 1 0,87 5.75 3.69 3.69 3.31 0.53 6286 Vu<PhiVc/2 Not Reqd 9 62.9 0.0 0.0 +0.90D+E+0.90H 1 0.91 5.75 3.67 3.67 3.48 0.51 6183 Vu<PhiVc/2 Not Reqd 9 61.8 0.0 0.0 +0.90D+E+0.901-1 1 0.96 5.75 3.66 3.66 3.64 0.48 60.90 Vu<PhiVc/2 Not Reqd 9 60.9 0-0 0.0 +0.90D+E+0 90H 1 1.00 5.75 3.64 3.64 3.81 0.46 6006 Vu<PhiVc/2 Not Reqd 9 60.1 0.0 0.0 +0.90D+E+0 90H 1 1,05 5.75 3.63 3.63 3.97 0.44 5928 Vu<PhiVc/2 Not Reqd 9 593 0.0 0.0 +0.90P+E+0 90H 1 1.09 5.75 3.61 3.61 4.14 042 5858 Vu<PhiVc/2 Not Reqd 9 58.6 0.0 0.0 +0.90D+E+0 90H 1 1,14 5.75 3.60 3.60 4.30 0.40 57.93 Vu<PhiVc/2 Not Reqd 9 579 0.0 0.0 +0.90D+E+0.90H 1 1.18 5.75 3.58 3.58 4.47 0.38 57.33 Vu<PhiVc/2 Not Reqd 9 57.3 0.0 0.0 +0.90D+E+0.90H 1 1.23 5.75 3.57 3.57 4.63 0.37 56,77 Vu<PhiVc/2 Not Reqd 9 56.8 0.0 0.0 +0.90D+E+0.90H 1 1.28 5.75 3.56 3.56 4.79 0.36 56.25 Vu<PhiVc/2 Not Reqd 9 56.3 0.0 0.0 +0.90D+E+0.90H 1 1,32 5.75 3.54 3.54 4.95 0.34 55.77 Vu<PhiVc/2 Not Reqd 9 55.8 00 0.0 +0.90D+E+0.90H 1 1.37 5.75 3.53 3.53 511 0.33 55.32 Vu<PhiVc/2 Not Reqd 9 55.3 0.0 0.0 +0.90D+E+0.90H 1 141 5.75 3.51 3.51 5.27 0.32 54.90 Vu<PhiVc/2 Not Reqd 9 549 0.0 0.0 +0.90D+E+0.90H 1 146 5.75 3.50 3.50 5.43 0.31 54.51 Vu<PhiVc/2 Not Reqd 9 54.5 0.0 0.0 +0.90D+E+0.90H 1 150 5.75 3.48 3.48 5.59 0.30 54.14 Vu<PhiVc/2 Not Reqd 9 54.1 0.0 0.0 +0.90D+E+0 90H 1 1.55 5.75 3.47 3,47 5.75 0.29 53.79 Vu<PhiVc/2 Not Reqd 9 53.8 0.0 0.0 +0.90D+E+0 90H 1 1.59 5.75 3.46 3.46 5.91 0.28 53.46 Vu<PhiVc/2 Not Reqd 9 53.5 0.0 0.0 +0.90D+E+0 90H 1 1,64 5.75 3.44 344 6.07 0.27 53.15 Vu<PhiVc/2 Not Reqd 9 53.1 0.0 0.0 +0 90D+E+0 90H 1 1.68 5.75 3.43 3.43 6.22 0.26 52.85 Vu<PhiVc/2 Not Reqd 9 52.9 0.0 0.0 +0 90D+E+0 90H 1 1.73 5.75 3.41 3.41 6.38 0.26 52.58 Vu<PhiVc/2 Not Reqd 9 52.6 0.0 0.0 +0 90D+E+0 90H 1 1.78 5.75 3.40 3.40 6.53 0.25 52.31 Vu<PhiVc/2 Not Reqd 9 52.3 00 0.0 +0 90D+E+0 90H 1 1.82 5.75 3.38 3.38 669 0,24 52.06 Vu<PhiVc/2 Not Reqd 9 52.1 0.0 0.0 +0.90D+E+0 90H 1 1,87 5.75 3.37 3.37 684 0,24 51.82 Vu<PhiVc/2 Not Reqd 9 51.8 0.0 0.0 +0.90D+E+0.90H 1 1,91 5.75 3.35 3.35 699 0.23 51.59 Vu<PhiVc/2 Not Reqd 9 51.6 &0 0.0 +0.90D+E+0.901-1 1 1.96 5.75 3.34 3.34 715 0.22 5138 Vu<PhiVc/2 Not Reqd 9 514 0.0 0.0 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: �� l./ Printed: 3 OCT 2017, 9:07ANI Concrete Beam Fib=lWaspeemliiwkfileslPROJECTSOOO-8-118163-D-11171002-118183-P-1.EC8 ENERCALC,INC.1983-2017,Build:10.17.8.29.Ver.10.117.828 "AILTE11,1111 I bill Description: PANEL 4-DOOR JAMB Detailed Shear Information Span Distance V Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi`Vs Phi`Vn Spacing(in) Load Combination Number (fl) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +0 90D+E+0.90H 1 446 575 255 2.55 14.52 0,08 46.20 Vu<PhiVc/2 Not Reqd 9 462 0.0 0.0 +0.90D+E+0.90H 1 451 575 2.53 2.53 1463 0.08 46.15 Vu<PhiVc/2 Not Reqd 9 46.2 0.0 0.0 +0.90D+E+0.90H 1 455 575 2.52 2.52 14.75 0.08 46.11 Vu<PhiVc/2 Not Reqd 9 461 0.0 0.0 +0.90D+E+0.90H 1 460 575 2.50 2.50 14.86 0.08 46.07 Vu<PhiVc/2 Not Reqd 9 46.1 0.0 0.0 +0.90D+E+0.90H 1 464 575 2.49 2.49 14.98 0,08 46.03 Vu<PhiVc/2 Not Reqd 9 46.0 0.0 0.0 +0.90D+E+0.90H 1 4.69 5,75 2.47 2.47 1509 0,08 45.99 Vu<PhiVc/2 Not Reqd 9 46.0 0.0 0.0 +0.90D+E+0.90H 1 474 5.75 2.46 2.46 15.20 H8 45.95 Vu<PhiVc/2 Not Reqd 9 46.0 0.0 0.0 +0.90D+E+0.90H 1 4.78 5.75 2.45 2.45 15.31 0.08 45.92 Vu<PhiVc/2 Not Reqd 9 45.9 0.0 0.0 +0A0D+E+0.90H 1 4.83 5.75 2.43 2.43 15.42 0,08 45.88 Vu<PhiVc/2 Not Reqd 9 45.9 0.0 0.0 +0.90D+E+0.90H 1 4.87 5.75 2.42 242 15.53 0.07 45.84 Vu<PhiVc/2 Not Reqd 9 458 0.0 0.0 +0 90D+E+0.90H 1 4.92 5.75 2.40 2.40 15.64 007 4581 Vu<PhiVc/2 Not Reqd 9 45.8 0.0 0.0 +0.90D+E+0.90H 1 4.96 5.75 2.39 2.39 15.75 007 45.77 Vu<PhiVc/2 Not Reqd 9 45.8 0.0 0.0 +0.90D+E+0.90H 1 5.01 5.75 2.37 2.37 15.86 007 45.74 Vu<PhiVc/2 Not Reqd 9 45.7 0.0 0.0 +0.90D+E+0 90H 1 5.05 5.75 2.36 236 15.97 007 4570 Vu<PhiVc/2 Not Reqd 9 45.7 0.0 0.0 +0.90D+E+0.90H 1 5.10 5.75 2.34 2.34 16.08 007 4567 Vu<PhiVc/2 Not Reqd 9 45.7 0.0 0.0 +0.90D+E+0.90H 1 5,15 5.75 2.33 2.33 16.18 0.07 45.64 Vu<PhiVc/2 Not Reqd 9 45.6 0.0 0.0 +0.90D+E+0.90H 1 5.19 5.75 2.32 2.32 16.29 0.07 45.61 Vu<PhiVc/2 Not Reqd 9 45.6 00 0.0 +0.90D+E+0.90H 1 5.24 5.75 2.30 2.30 16.39 0.07 45.57 Vu<PhiVc/2 Not Reqd 9 45.6 0.0 0.0 +0.90D+E+0.90H 1 5.28 5.75 2.29 2.29 16.50 0.07 45.54 Vu<PhiVc/2 Not Reqd 9 45.5 0.0 0.0 +0.90D+E+0.90H 1 5.33 5.75 227 2.27 16.60 0.07 45.51 Vu<PhiVc/2 Not Reqd 9 455 0.0 0.0 +0.90D+E+0.90H 1 5.37 5.75 226 2.26 16.71 0.06 45.48 Vu<PhiVc/2 Not Reqd 9 455 0.0 0.0 +0.90D+E+0.90H 1 5.42 5.75 224 2.24 16.81 0.06 45.45 Vu<PhiVc/2 Not Reqd 9 45.5 0.0 0.0 +0.90D+E+0.90H 1 5.46 5.75 2.23 2.23 16.91 0.06 45.42 Vu<PhiVc/2 Not Reqd 9 45.4 0-0 0.0 +0.90D+E+0.90H 1 5.51 5.75 2.21 2.21 17.01 0.06 45.39 Vu<PhiVc/2 Not Reqd 9 45-4 0.0 0.0 +0.90D+E+0.90H 1 5.56 5.75 2.20 220 17.11 0.06 45.37 Vu<PhiVc/2 Not Reqd 9 45.4 0.0 0.0 +0.90D+E+0.90H 1 5.60 5.75 2.19 219 17.21 0.06 45.34 Vu<PhiVc/2 Not Reqd 9 45.3 0.0 0.0 +0.90D+E+0.90H 1 5,65 5.75 2.17 2.17 17.31 0.06 45.31 Vu<PhiVc/2 Not Reqd 9 453 0.0 0.0 +0.90D+E+0.90H 1 5.69 5.75 2.16 2.16 17.41 0,06 45.28 Vu<PhiVc/2 Not Reqd 9 45.3 00 0.0 +0.90D+E+0.90H 1 5.74 5.75 2.14 2.14 17.51 0.06 45.26 Vu<PhiVc/2 Not Reqd 9 45.3 0.0 0.0 +0.90D+E+0.90H 1 5,78 5.75 2.13 2.13 17.60 0.06 45.23 Vu<PhiVc/2 Not Reqd 9 45.2 0.0 0.0 +0.90D+E+0.90H 1 5.83 5.75 2.11 2,11 17.70 0,06 45.20 Vu<PhiVc/2 Not Reqd 9 452 00 0.0 +0.90D+E+0.90H 1 5.87 5.75 2.10 210 1T80 0,06 45.18 Vu<PhiVc/2 Not Reqd 9 452 0.0 0.0 +0.90D+E+0.90H 1 5.92 5.75 2.08 2.08 17.89 0,06 45.15 Vu<PhiVc/2 Not Reqd 9 452 0.0 0.0 +0.90D+E+0.90H 1 5.97 5.75 2.07 2.07 17.99 0.06 45,13 Vu<PhiVc/2 Not Reqd 9 451 0,0 0.0 +0.90D+E+0.90H 1 6.01 5.75 2.06 2.06 18.08 0.05 45.10 Vu<PhiVc/2 Not Reqd 9 451 0.0 0.0 +0.90D+E+0.90H 1 6.06 5.75 2.04 204 18.17 0,05 45.08 Vu<PhiVc/2 Not Reqd 9 451 0.0 0.0 +0.90D+E+0.90H 1 6.10 5.75 2.03 2.03 18.27 0.05 45.05 Vu<PhiVc/2 Not Reqd 9 451 0.0 0.0 +0.90D+E+0.90H 1 6.15 5.75 2.01 2.01 18.36 0.05 45.03 Vu<PhiVc/2 Not Reqd 9 450 0.0 0.0 +0.90D+E+0.90H 1 6.19 5.75 2.00 2.00 18.45 0.05 45.01 Vu<PhiVc/2 Not Reqd 9 450 0.0 0.0 +0.90D+E+0.90H 1 6.24 5.75 1.98 1.98 18.54 0.05 44.98 Vu<PhiVc/2 Not Reqd 9 45.0 0.0 H +0.90D+E+0.90H 1 6.28 5.75 1.97 1.97 18.63 0.05 44.96 Vu<PhiVc/2 Not Reqd 9 450 0.0 0.0 +0.90D+E+0.90H 1 6.33 5.75 1.95 1.95 18.72 0.05 44.94 Vu<PhiVc/2 Not Reqd 9 449 0.0 00 +0.90D+E+0.90H 1 638 5.75 1.94 1.94 18.81 0.05 44.91 Vu<PhiVc/2 Not Reqd 9 449 00 0.0 +0.90D+E+0.90H 1 6.42 5.75 1.93 193 18.90 0.05 44.89 Vu<PhiVc/2 Not Reqd 9 449 0.0 0.0 +0.90D+E+0.90H 1 6.47 5.75 1.91 1.91 18.98 0.05 44.87 Vu<PhiVc/2 Not Reqd 9 44-9 0.0 0.0 +0.90D+E+0.90H 1 6.51 5.75 1.90 1.90 19.07 0.05 44.85 Vu<PhiVc/2 Not Reqd 9 44.8 0.0 0.0 +0.90D+E+0.90H 1 6-56 5.75 1.88 1.88 19.16 0.05 44.83 Vu<PhiVc/2 Not Reqd 9 44.8 0.0 0.0 +0.90D+E+0.90H 1 6.60 5.75 1.87 1.87 19,24 0.05 44.81 Vu<PhiVc/2 Not Reqd 9 448 0.0 0.0 +0.90D+E+0.90H 1 6.65 5.75 185 1,85 19.33 0.05 4479 Vu<PhiVc/2 Not Reqd 9 44.8 0.0 0.0 +0.90D+E+0.90H 1 6.69 5.75 1.84 1,84 19.41 005 44.77 Vu<PhiVc/2 Not Reqd 9 44.8 0.0 0.0 +0.90D+E+0.90H 1 674 5.75 1.82 182 19,49 004 44.74 Vu<PhiVc/2 Not Reqd 9 44.7 0.0 0.0 +0.90D+E+0.90H 1 6.79 5,75 1.81 1.81 19.58 0.04 4472 Vu<PhiVc/2 Not Reqd 9 44.7 0.0 0.0 +0.90D+E+0.90H 1 6.83 5.75 1.80 1,80 19.66 004 4471 Vu<PhiVc/2 Not Reqd 9 447 0.0 0.0 +0.90D+E+0.90H 1 6.88 5.75 1.78 178 19.74 0.04 44.69 Vu<PhiVc/2 Not Reqd 9 44.7 00 0.0 i STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: 0 Printed: 3 OCT 2017. 9:07AM File=lWasperVtetwork 6k-s1PROJECTSk8000.8•-118163-D-11171002-118163 P-1.EC6 Concrete Beam ENERCALC,INC 1983-2017 Buid 10.17.8.28.Ver 10 17 8.28 KW-06011301 Covington Description: PANEL 4-DOOR JAMB Detailed Shear Information Span Distance V Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reld Suggest +E+0.90H 1 9.38 5.75 099 0.99 23.21 002 43.84 Vu<PhiVc/2 Not Reqd 9 43.8 0.0 0.0 +0.90D+E+0.90H 1 9,43 5.75 0.97 097 23.25 0.02 43.83 Vu<PhiVc/2 Not Reqd 9 43.8 0.0 0.0 +0.90D+E+0.90H 1 947 5.75 0.96 0.96 23.30 0.02 43.81 Vu<PhiVc/2 Not Reqd 9 43.8 0.0 0.0 +0.90D+E+0.90H 1 952 5.75 0.94 0.94 23.34 0.02 43.80 Vu<PhiVc/2 Not Reqd 9 43.8 0.0 0.0 +0 90D+E+0.90H 1 9.56 5.75 0.93 0.93 23.38 0.02 4379 Vu<PhiVc/2 Not Reqd 9 43.8 0.0 0.0 +0.90D+E+0.90H 1 9.61 5.75 0.92 0.92 23.43 0.02 43,78 Vu<PhiVc/2 Not Reqd 9 43.8 0.0 0.0 +0.90D+E+0.90H 1 9.65 5.75 0.90 0.90 23.47 0,02 43.77 Vu<PhiVc/2 Not Reqd 9 43.8 0.0 0.0 +0.90D+E+0.90H 1 9,70 5.75 0.89 0.89 23.51 H2 43.75 Vu<PhiVc/2 Not Reqd 9 43.8 0.0 0.0 +0.90D+E+0.90H 1 9.74 5.75 0.87 0.87 23.55 0.02 4374 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 0.0 +0.90D+E+0.90H 1 9.79 5.75 0.86 0.86 23.59 0.02 43.73 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 0.0 +0.90D+E+0.90H 1 984 5.75 0.84 0.84 23.63 0.02 43.72 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 0.0 +0.90D+E+0.90H 1 9.88 5.75 0.83 0.83 23.66 0.02 43.71 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 0.0 +0.90D+E+0.90H 1 993 5.75 0.82 0.82 23.70 0.02 4369 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 0.0 +0.90D+E+0.90H 1 9.97 5.75 0.80 0.80 23.74 0.02 43.68 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 0.0 +0.90D+E+0.90H 1 10.02 5.75 079 0.79 23.77 0.02 43.67 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 &0 +0.90D+E+0.90H 1 10.06 5.75 0.77 0,77 23.81 0.02 43,66 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 0.0 +0.90D+E+0.90H 1 10.11 5.75 0.76 0.76 23.84 0.02 4365 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0.90H 1 10.15 5.75 0.74 0.74 2388 0.01 4364 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0.90H 1 10.20 5.75 0.73 0.73 23.91 0.01 4362 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0.90H 1 1025 5.75 0.71 0.71 23.95 0.01 43.61 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0,90H 1 10,29 5.75 0.70 0.70 23-98 0.01 43.60 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0.90H 1 10.34 5.75 0.69 0.69 2401 0.01 43.59 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0.90H 1 10,38 5.75 0.67 0.67 24-04 0.01 43.58 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0.90H 1 1043 5.75 0.66 066 24.07 0.01 43.57 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0.90H 1 1047 5.75 064 0.64 2410 0.01 43.56 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0-901-1 1 1052 5.75 0.63 0.63 24.13 0.01 43.55 Vu<PhiVc/2 Not Reqd 9 43.5 0.0 0.0 +0.90D+E+0.90H 1 1056 5.75 0.61 0.61 24.16 0.01 43.53 Vu<PhiVc/2 Not Reqd 9 43.5 0.0 0.0 +0.90D+E+0.90H 1 10.61 5.75 0.60 0.60 24.18 0.01 43.52 Vu<PhiVc/2 Not Reqd 9 43.5 0.0 0.0 +0.90D+E+0.90H 1 10.66 5.75 0.58 0-58 24.21 0.01 43.51 Vu<PhiVc/2 Not Reqd 9 43.5 0.0 0.0 +0.90D+E+0.90H 1 1070 5.75 0.57 0.57 24.24 0.01 43.50 Vu<PhiVc/2 Not Reqd 9 43.5 0.0 0.0 +0.90D+E+0.90H 1 1075 5.75 0.56 0.56 24.26 0.01 43.49 Vu<PhiVc/2 Not Reqd 9 43.5 0.0 0.0 +0.90D+E+0.90H 1 10,79 5.75 0.54 0,54 24.29 0.01 43A8 Vu<PhiVc/2 Not Reqd 9 43.5 0.0 0.0 +0.90D+E+0.90H 1 10.84 5.75 0.53 0,53 24.31 0.01 43.47 Vu<PhiVc/2 Not Reqd 9 43.5 0.0 0.0 +0.90D+E+0.90H 1 10.88 5.75 0.51 0.51 24.34 0.01 4346 Vu<PhiVc/2 Not Reqd 9 43.5 0.0 0.0 +0.90D+E+0.90H 1 10.93 5.75 050 0.50 24.36 0.01 43.45 Vu<PhiVc/2 Not Reqd 9 43.4 0.0 0.0 +0.90D+E+0.90H 1 %97 5.75 048 048 24,38 0.01 43.44 Vu<PhiVc/2 Not Reqd 9 43.4 0.0 0.0 +0.90D+E+0.90H 1 11.02 5.75 047 0.47 24.40 0.01 43.42 Vu<PhiVc/2 Not Reqd 9 43.4 0.0 0.0 +0.90D+E+0.90H 1 11,07 5.75 045 0,45 24.42 0.01 43.41 Vu<PhiVc/2 Not Reqd 9 43.4 0.0 0.0 +0.90D+E+0.90H 1 11 11 5.75 044 044 24.44 0.01 4340 Vu<PhiVc/2 Not Reqd 9 43.4 0.0 0.0 +0 90D+E+0.90H 1 11,16 5.75 043 0.43 24.46 0.01 43.39 Vu<PhiVc/2 Not Reqd 9 43.4 0.0 0.0 +0 90D+E+0.90H 1 11.20 5.75 0.41 0.41 24.48 0,01 43.38 Vu<PhiVc/2 Not Reqd 9 43.4 0.0 0.0 +0 90D+E+0.90H 1 11.25 5.75 0.40 0,40 24.50 0.01 43.37 Vu<PhiVcl2 Not Reqd 9 43.4 0.0 0.0 +0 90D+E+0.90H 1 11,29 5,75 0.38 0.38 24.52 0.01 43.36 Vu<PhiVc/2 Not Reqd 9 43.4 0.0 0.0 +0.90D+E+0.90H 1 11.34 5.75 0.37 0.37 2454 0.01 43,35 Vu<PhiVc/2 Not Reqd 9 43.3 0.0 0.0 +0.90D+E+0.90H 1 11.38 5.75 0.35 0.35 24.55 0.01 43.34 Vu<PhiVc/2 Not Reqd 9 43.3 0.0 0.0 +0.90D+E+0.90H 1 11.43 5.75 0.34 0.34 24.57 0.01 43.33 Vu<PhiVc/2 Not Reqd 9 43.3 0.0 0.0 +0.90D+E+0.90H 1 11.48 5.75 0.32 0.32 24.58 0.01 43.32 Vu<PhiVc/2 Not Reqd 9 43.3 0.0 0.0 +0.90D+E+0.90H 1 11,52 5.75 0.31 031 24.60 0.01 43.31 Vu<PhiVc/2 Not Reqd 9 43.3 0.0 0.0 +0.90D+E+0.90H 1 11.57 5.75 0,30 0.30 24.61 0.01 43.30 Vu<PhiVc/2 Not Reqd 9 43.3 0.0 0.0 +0.90D+E+0.90H 1 11.61 5.75 0.28 028 24.63 0.01 43.29 Vu<PhiVc/2 Not Reqd 9 43.3 0.0 0.0 +0.90D+E+0.90H 1 11.66 5.75 0.27 027 24.64 0.01 43.28 Vu<PhiVc/2 Not Reqd 9 43.3 0.0 0.0 +0.90D+E+0.90H 1 11.70 5.75 0.25 0,25 24-65 0.00 43.27 Vu<PhiVc/2 Not Reqd 9 43.3 0.0 0.0 +0.90D+E+0.90H 1 1175 5.75 0.24 0,24 24.66 0.00 43.26 Vu<PhiVc/2 Not Reqd 9 43.3 0.0 0.0 +0.90D+E+0.90H 1 11.79 5.75 0.22 0.22 2467 0,00 43.24 Vu<PhiVc/2 Not Reqd 9 43.2 0.0 0.0 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 OCT 2017.9:07AM File=4Javerinetv.0*fiiesIPROJECTSWOM40 118163.0-1%171002-118163-Wt ECS Concrete Beam ENERCALC.INC.1983.2017,Build:10.17.8.28.Vert .17.8.18 Description: PANEL 4-DOOR JAMB Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi'Vc Comment Phi`Vs Phi'Vn Spacing(in) Load Combination Number R (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest .90H 1 14.30 5.75 -0.57 0.57 24.24 001 43.50 Vu<PhiVc/2 Not Reqd 9 43.5 0.0 0.0 +0.90D+E+0.90H 1 14.34 5.75 -0.58 0.58 24.21 0.01 43.51 Vu<PhiVc/2 Not Reqd 9 43.5 0.0 0.0 +0.90D+E+0.90H 1 14.39 5.75 -0.60 0.60 24.18 0.01 43.52 Vu<PhiVc/2 Not Reqd 9 43.5 0.0 0.0 +0.90D+E+0.90H 1 14.44 5.75 -0.61 0.61 24.16 0.01 43.53 Vu<PhiVc/2 Not Reqd 9 43.5 0.0 0.0 +0.90D+E+0.90H 1 14.48 5.75 -0.63 0.63 24.13 0.01 43.55 Vu<PhiVc/2 Not Reqd 9 43.5 0.0 0.0 +0.90D+E+0.90H 1 14.53 5.75 -0.64 0.64 24.10 0.01 43.56 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0.90H 1 14.57 5.75 -0.66 0.66 24.07 0.01 43.57 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0.90H 1 14.62 5.75 -0.67 0.67 24.04 0.01 43.58 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0.90H 1 14.66 5.75 -0.69 0.69 24.01 0.01 43.59 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0.90H 1 14.71 5.75 -0.70 0.70 23.98 0.01 43.60 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0.90H 1 14.75 5.75 -0.71 0.71 23.95 0,01 4361 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0.90H 1 1480 5.75 -0.73 0.73 23.91 0.01 4362 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0,90D+E+0 90H 1 14.85 5.75 -0.74 0.74 23.88 0.01 43.64 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0 90H 1 14.89 5.75 -0.76 0.76 23.84 0.02 43.65 Vu<PhiVc/2 Not Reqd 9 43.6 0.0 0.0 +0.90D+E+0 90H 1 14.94 5.75 -0.77 0.77 23,81 0.02 43.66 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 0.0 +0.90D+E+0 90H 1 14.98 5.75 -0.79 0.79 23.77 0.02 43.67 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 0.0 +0.90D+E+0.90H 1 15.03 5.75 -0.80 0.80 23.74 0.02 43.68 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 0.0 +0.90D+E+0.90H 1 15.07 5.75 -0.82 0.82 23.70 0.02 43.69 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 0.0 +0.90D+E+0.90H 1 15.12 5.75 -0.83 0.83 23.66 0.02 43.71 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 0-0 +0.90D+E+0.90H 1 15A6 5.75 -0.84 0.84 23.63 0.02 43.72 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 0.0 +0.90D+E+0.90H 1 15.21 5.75 -0.86 0.86 23.59 0.02 43.73 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 0.0 +0.90D+E+0.90H 1 15.26 5.75 -0.87 0.87 23.55 0.02 43.74 Vu<PhiVc/2 Not Reqd 9 43.7 0.0 0.0 +0.90D+E+0.90H 1 1530 5.75 -0.89 0.89 23.51 0.02 4375 Vu<PhiVc/2 Not Reqd 9 43.8 0.0 0.0 +0.90D+E+0.90H 1 15.35 5.75 -0.90 0.90 23.47 0.02 43.77 Vu<PhiVc/2 Not Reqd 9 43.8 0.0 0.0 +0.90D+E+0.90H 1 15.39 5.75 -0.92 0.92 23.43 0.02 43.78 Vu<PhiVc/2 Not Reqd 9 43.8 0.0 0.0 +0.90D+E+0.90H 1 15.44 5.75 -0.93 0.93 23.38 0.02 43.79 Vu<PhiVc12 Not Reqd 9 43.8 0.0 0.0 +0.90D+E+0.90H 1 1548 5.75 -0.94 0.94 23.34 0.02 43.80 Vu<PhiVc/2 Not Reqd 9 43.8 0.0 0.0 +0.90D+E+0.90H 1 15.53 5.75 -0.96 0.96 23.30 0.02 43.81 Vu<PhiVc/2 Not Reqd 9 43.8 0.0 0.0 +0.90D+E+0.90H 1 15.57 5.75 -0 97 0.97 23.25 0.02 43.83 Vu<PhiVc/2 Not Reqd 9 43.8 0.0 0.0 +0.90D+E+0.90H 1 15.62 5.75 -0 99 0.99 23.21 0.02 43.84 Vu<PhiVc/2 Not Reqd 9 43.8 0.0 0.0 +0.90D+E+0.90H 1 15.66 5.75 -1.00 1.00 23.16 0.02 43.85 Vu<PhiVc/2 Not Reqd 9 43.9 0.0 0.0 +0.90D+E+0.90H 1 15.71 5.75 -1.02 1.02 23.12 0.02 43.86 Vu<PhiVc/2 Not Reqd 9 43.9 0.0 0.0 +0.90D+E+0.90H 1 15.76 5.75 -1 03 1.03 23.07 0.02 4388 Vu<PhiVc/2 Not Reqd 9 43.9 0.0 0.0 +0.90D+E+0.90H 1 15.80 5.75 -1.05 1.05 23.02 R02 43.89 Vu<PhiVc/2 Not Reqd 9 43.9 0.0 0.0 +0.90D+E+0.90H 1 15.85 5.75 -1.06 1.06 22.98 0.02 43.90 Vu<PhiVc/2 Not Reqd 9 43.9 0.0 0.0 +0.90D+E+0.90H 1 15.89 5,75 -1.07 107 22.93 0.02 43.92 Vu<PhiVc/2 Not Reqd 9 43.9 0.0 0.0 +0.90D+E+0.90H 1 15.94 5.75 -1,09 1.09 22.88 0,02 43-93 Vu<PhiVc/2 Not Reqd 9 43.9 0.0 0.0 +0.90D+E+0.90H 1 15.98 5.75 -1.10 1.10 22.83 0.02 43.94 Vu<PhiVc/2 Not Reqd 9 43.9 0.0 0.0 +0.90D+E+0.90H 1 16.03 5.75 -1.12 1.12 22.78 0.02 43.95 Vu<PhiVc/2 Not Reqd 9 44.0 0.0 0.0 +0.90D+E+0.90H 1 16.07 5.75 -1.13 1.13 22.73 0.02 43.97 Vu<PhiVc/2 Not Reqd 9 44.0 0.0 0.0 +0.90D+E+0.90H 1 16.12 5.75 -1 15 1,15 22.67 0.02 43.98 Vu<PhiVc/2 Not Reqd 9 44.0 0.0 0.0 +0.90D+E+0.90H 1 16.17 5.75 -1.16 116 22.62 0.02 43.99 Vu<PhiVc/2 Not Reqd 9 44.0 0.0 0.0 +0.90D+E+0.90H 1 16.21 5.75 -1.18 1.18 22.57 0.02 44.01 Vu<PhiVc/2 Not Reqd 9 44.0 0.0 0.0 +0.90D+E+0.90H 1 1626 5.75 -1.19 119 2251 0.03 44.02 Vu<PhiVc/2 Not Reqd 9 44.0 0.0 0.0 +0.90D+E+0.90H 1 16.30 5.75 -1 20 1.20 22.46 0.03 44.04 Vu<PhiVc/2 Not Reqd 9 44.0 0.0 0.0 +0.90D+E+0.90H 1 16.35 5.75 -1.22 1.22 22.40 0.03 44.05 Vu<PhiVc/2 Not Reqd 9 44.0 0.0 0.0 +0 90D+E+0.90H 1 16.39 5.75 -1.23 1.23 22.35 0,03 44.06 Vu<PhiVc/2 Not Reqd 9 44.1 0.0 0.0 +0.90D+E+0.90H 1 16.44 5.75 -1.25 1.25 22.29 0.03 44.08 Vu<PhiVc/2 Not Reqd 9 44.1 0.0 0.0 +0.90D+E+0.90H 1 16.48 5.75 -1.26 126 22.24 0.03 44.09 Vu<PhiVc/2 Not Reqd 9 44.1 0.0 0.0 +0.90D+E+0.90H 1 16.53 5.75 -1.28 1.28 2218 0.03 44.11 Vu<PhiVc/2 Not Reqd 9 44.1 0.0 0.0 +0.90D+E+0.90H 1 16.58 5.75 -1.29 1.29 22.12 0.03 44.12 Vu<PhiVc/2 Not Reqd 9 44.1 0.0 0.0 +0.90D+E+0.90H 1 16.62 5.75 -1 31 1.31 22.06 0.03 44.13 Vu<PhiVc/2 Not Reqd 9 44.1 0.0 0.0 +0.90D+E+0.90H 1 16.67 5.75 -1.32 1.32 22.00 0.03 44.15 Vu<PhiVc/2 Not Reqd 9 44.1 0.0 0.0 +0.90D+E+0.90H 1 16.71 5.75 -1.33 133 21.94 0.03 44.16 Vu<PhiVc/2 Not Reqd 9 44.2 0.0 0.0 I STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawrl Building Engineer: Project ID: SDA#8163 Project Descr: (b Pnnted: 3 OCT 2017.9:07ANI Concrete Beam Fib=tWaspalnetwakfiblPROJECTSUM8-118163-0-1%171002-118163-P-1.Ec6 ENERCALC,INC 1983.2017.Build.10,iT.8.28,Ver.10.17.8.28 Covington Description: PANEL 4-DOOR JAMB Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi`Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +0.900+E+0.90H 1 1922 5.75 -2.13 2.13 1760 0.06 45.23 Vu<PhiVc/2 Not Reqd 9 45.2 0.0 0.0 +0 90D+E+0.90H 1 19.26 5.75 -2.14 2.14 17.51 0.06 45.26 Vu<PhiVc/2 Not Reqd 9 45.3 0.0 0.0 +0 90D+E+0.90H 1 19.31 5.75 -2.16 2.16 17.41 0.06 45.28 Vu<PhiVc/2 Not Reqd 9 45.3 0.0 0.0 +0 90D+E+0.90H 1 19.35 5.75 -2.17 2.17 17.31 0.06 45.31 Vu<PhiVc/2 Not Reqd 9 45.3 0.0 0.0 +0 90D+E+0.90H 1 19.40 5.75 -2.19 2.19 17.21 0.06 45.34 Vu<PhiVc/2 Not Reqd 9 45.3 0.0 0.0 +0.90D+E+0.90H 1 19.44 5.75 -2.20 2.20 17.11 0.06 45.37 Vu<PhiVc/2 Not Reqd 9 45.4 0.0 0.0 +0.90D+E+0.90H 1 19.49 5.75 -2.21 2.21 17.01 0.06 45,39 Vu<PhiVc/2 Not Reqd 9 45.4 0.0 0.0 +0.900+E+0.90H 1 19.54 5.75 -2.23 2.23 16.91 0.06 45.42 Vu<PhiVc/2 Not Reqd 9 45.4 0.0 0.0 +0.90D+E+0.90H 1 19.58 5.75 -224 2.24 16-81 0.06 45.45 Vu<PhiVc/2 Not Reqd 9 45.5 0.0 0.0 +0.90D+E+0.90H 1 19.63 5.75 -2.26 2.26 16.71 0.06 4548 Vu<PhiVc/2 Not Reqd 9 45.5 0.0 0.0 +0.90D+E+0.90H 1 19.67 5.75 -2.27 2.27 16.60 007 4551 Vu<PhiVc/2 Not Reqd 9 45.5 0.0 0.0 +0.90D+E+0.90H 1 19.72 5.75 -2.29 229 16.50 007 45.54 Vu<PhiVc/2 Not Reqd 9 45.5 0.0 0.0 +0.90D+E+0.90H 1 19.76 5.75 -2.30 2.30 16.39 0.07 45.57 Vu<PhiVc/2 Not Reqd 9 45.6 0.0 0.0 +0.90D+E+0.90H 1 19.81 5.75 -2.32 2.32 16.29 0.07 45,61 Vu<PhiVc/2 Not Reqd 9 45.6 0.0 0.0 +0.90D+E+0.90H 1 19.85 5.75 -2.33 2.33 16.18 0.07 45.64 Vu<PhiVc/2 Not Reqd 9 45.6 0.0 0.0 +0.90D+E+0,90H 1 19.90 5.75 -2.34 2.34 16.08 0.07 4567 Vu<PhiVc/2 Not Reqd 9 45.7 0.0 0.0 +0.90D+E+0.90H 1 19.95 5.75 -2.36 236 15.97 0.07 4570 Vu<PhiVc/2 Not Reqd 9 45.7 0.0 0.0 +0.90D+E+0.90H 1 19.99 5.75 -2.37 2.37 15.86 0.07 4574 Vu<PhiVc/2 Not Reqd 9 45.7 0.0 0.0 +0.90D+E+0.90H 1 2004 5.75 -2.39 2.39 15.75 0.07 4577 Vu<PhiVc/2 Not Reqd 9 45.8 0.0 0.0 +0.90D+E+0.90H 1 20.08 5.75 -2.40 2.40 15.64 0.07 45.81 Vu<PhiVc/2 Not Reqd 9 45.8 0.0 0.0 +0.90D+E+0 90H 1 2013, 5.75 -2.42 2.42 15.53 0.07 45.84 Vu<PhiVc/2 Not Reqd 9 45.8 0.0 0.0 +0.90D+E+0 90H 1 2017 5.75 -2.43 2.43 15.42 0.08 45.88 Vu<PhiVc/2 Not Reqd 9 45.9 0.0 0.0 +0.90D+E+0.90H 1 2022 5.75 -2.45 2.45 15.31 0.08 45.92 Vu<PhiVc/2 Not Reqd 9 45.9 0.0 0.0 +0.90D+E+0.90H 1 2026 5.75 -2.46 2.46 15.20 0.08 45.95 Vu<PhiVc/2 Not Reqd 9 46.0 0.0 0.0 +0.90D+E+0.90H 1 2031 5.75 -2.47 2.47 15.09 0.08 45.99 Vu<PhiVc/2 Not Reqd 9 46.0 0.0 0.0 +0.90D+E+0.90H 1 20.36 5.75 -2.49 2.49 14.98 0.08 4603 Vu<PhiVc/2 Not Reqd 9 46.0 0.0 0.0 +0.90D+E+0.90H 1 2040. 5.75 -2.50 2.50 14.86 0.08 4607 Vu<PhiVc/2 Not Reqd 9 46.1 0.0 0.0 +0.90D+E+0.90H 1 20.45 5.75 -2.52 2.52 14.75 0.08 4611 Vu<PhiVc/2 Not Reqd 9 46.1 0.0 0.0 +0.90D+E+0.90H 1 2049 5.75 -2.53 2.53 14.63 0.08 4615 Vu<PhiVc/2 Not Reqd 9 46.2 0.0 0.0 +0.90D+E+0.90H 1 20.54 5.75 -2.55 2.55 14.52 0.08 4620 Vu<PhiVc/2 Not Reqd 9 46.2 0.0 0.0 +0.90D+E+0.90H 1 20.58 5.75 -2.56 2.56 14.40 0.09 4624 Vu<PhiVc/2 Not Reqd 9 46.2 0.0 0.0 +0.90D+E+0.90H 1 20.63 5.75 -2.58 2.58 1428 0.09 46.28 Vu<PhiVc/2 Not Reqd 9 46.3 0.0 0.0 +0.90D+E+0.90H 1 20,67 5.75 -2.59 2.59 14.17 0.09 46.33 Vu<PhiVc/2 Not Reqd 9 46.3 0.0 0.0 +0.90D+E+0.90H 1 20.72 5.75 -2.60 2.60 14.05 0,09 46.37 Vu<PhiVc/2 Not Reqd 9 46.4 0.0 0.0 +0.90D+E+0.90H 1 2077 5.75 -2.62 2.62 13.93 0.09 46.42 Vu<PhiVc/2 Not Reqd 9 46A 0.0 0.0 +0.90D+E+0.90H 1 20.81 5.75 -2.63 2.63 13.81 0.09 46.47 Vu<PhiVc/2 Not Reqd 9 46.5 0.0 0.0 +0.90D+E+0.90H 1 20.86 5.75 -2.65 2.65 13.69 0,09 4652 Vu<PhiVc/2 Not Reqd 9 46.5 0.0 0.0 +0.90D+E+0.90H 1 20.90 5.75 -2.66 2.66 13.57 0,09 46.56 Vu<PhiVc/2 Not Reqd 9 46.6 0.0 0.0 +0.90D+E+0.90H 1 20.95 5.75 -2.68 2.68 13.45 0.10 46.61 Vu<PhiVc/2 Not Reqd 9 46.6 0.0 0.0 +0.90D+E+0.90H 1 20,99 5.75 -2.69 2.69 13.33 0.10 46.67 Vu<PhiVc/2 Not Reqd 9 46.7 0.0 0.0 +0.90D+E+0.90H 1 21.04 5.75 -2.70 2.70 13.20 0.10 46.72 Vu<PhiVc/2 Not Reqd 9 46.7 0.0 0.0 +0.90D+E+0.90H 1 21.08 5.75 -2.72 2.72 13.08 0.10 46.77 Vu<PhiVc/2 Not Reqd 9 46.8 0.0 0.0 +0.90D+E+0.90H 1 21.13 5.75 -2.73 2.73 12.95 0.10 46.83 Vu<PhiVc/2 Not Reqd 9 46.8 0.0 0.0 +0.90D+E+0.90H 1 21,17 5.75 -2.75 2.75 12.83 0.10 46.88 Vu<PhiVc/2 Not Reqd 9 46.9 0.0 0.0 +0.90D+E+0.90H 1 21.22 5.75 -2.76 2.76 12.70 0.10 46.94 Vu<PhiVc/2 Not Reqd 9 46.9 0.0 0.0 +0.90D+E+0.90H 1 21.27 5.75 -2.78 2,78 12.58 0.11 47.00 Vu<PhiVc/2 Not Reqd 9 47.0 0.0 0.0 +0.90D+E+0.90H 1 21.31 5.75 -2.79 2.79 12.45 0A 1 47.06 Vu<PhiVc/2 Not Reqd 9 47.1 0.0 0.0 +0.90D+E+0.90H 1 21.36 5.75 -2.81 2.81 12.32 0.11 4712 Vu<PhiVc/2 Not Reqd 9 47.1 0.0 0.0 +0.90D+E+0.90H 1 21.40 5.75 -2.82 2.82 12.20 0.11 47.19 Vu<PhiVc/2 Not Reqd 9 47.2 0.0 0.0 +0.90D+E+0.90H 1 21.45 5.75 -2.83 2.83 12.07 0.11 47.25 Vu<PhiVc/2 Not Reqd 9 47.3 0.0 0.0 +0.90D+E+0.90H 1 21.49 5.75 -2.85 2.85 11.94 0.11 4732 Vu<PhiVc/2 Not Reqd 9 47.3 0.0 0.0 +0.90D+E+0.90H 1 21.54 5.75 -2.86 2.86 11.81 0.12 4739 Vu<PhiVc/2 Not Reqd 9 47.4 0.0 0.0 +0.90D+E+0.90H 1 21.58 5.75 -2.88 2.88 11.68 0.12 4746 Vu<PhiVc/2 Not Reqd 9 47.5 0.0 0.0 +0.90D+E+0.90H 1 21.63 5.75 -2.89 2,89 11.55 0.12 47.53 Vu<PhiVc/2 Not Reqd 9 47.5 0.0 0.0 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: GL Printed: 3 OCT 2017, 9:07MI File=lWasperNeMork fiteslPROJECfS000-8-1181630-11i71002-118163 P-1.EC6 Concrete Beam INC.ENERCALC, 1902017.8ulktl0.17.8.28,Ver.Covington Description: PANEL 4-DOOR JAMB Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi"Vs Phi"Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +0 90D+E+0 90H 1 2413 575 -3 69 3.69 331 0,53 62.86 Vu<PhiVc/2 Not Reqd 9 629 0.0 0.0 +0.90D+E+0.901-1 1 24.18 5.75 -370 3.70 314 0,56 64,00 Vu<PhiVc/2 Not Reqd 9 64.0 0-0 0.0 +0.90D+E+0.90H 1 24.23 5.75 -3.71 3.71 2.97 0.60 65.27 Vu<PhiVc/2 Not Reqd 9 65.3 0.0 0.0 +0.90D+E+0.90H 1 24.27 5.75 -3.73 3.73 2.80 0,64 66.71 Vu<PhiVc/2 Not Reqd 9 66.7 00 00 +0.90D+E+0.90H 1 24.32 5.75 -3.74 3.74 2.63 0.68 68.33 Vu<PhiVc/2 Not Reqd 9 68.3 00 0.0 +0.90D+E+0.90H 1 24.36 5.75 -3.76 376 2.46 0.73 70.19 Vu<PhiVc/2 Not Reqd 9 70.2 0.0 00 +0.90D+E+0.90H 1 24A1 5.75 -3.77 3.77 2.29 0.79 72.33 Vu<PhiVc/2 Not Reqd 9 723 0.0 00 +0.90D+E+0.90H 1 24.45 5.75 -3.79 3.79 2.12 0,86 74.83 Vu<PhiVc/2 Not Reqd 9 74.8 0.0 00 +0.90D+E+0.90H 1 24.50 5.75 -3.80 3.80 1,94 0.94 7778 Vu<PhiVc/2 Not Reqd 9 77.8 0.0 0.0 +0.90D+E+0 90H 1 24.54 5.75 -3.82 3.82 177 1.00 79,36 Vu<PhiVc/2 Not Reqd 9 79.4 00 00 +0.90D+E+0 90H 1 24.59 5.75 -3.83 3.83 1.60 1.00 79.36 Vu<PhiVc/2 Not Reqd 9 79A 0.0 00 +0.90D+E+0 90H 1 24.64 5.75 -3.84 3.84 1.42 100 79.36 Vu<PhiVc/2 Not Reqd 9 794 0.0 00 +0.90D+E+0 90H 1 24.68 5.75 -3.86 3.86 1,25 1,00 79.36 Vu<PhiVc/2 Not Reqd 9 794 0.0 00 +0.90D+E+0 90H 1 24.73 5.75 -3.87 3.87 1.07 100 79.36 Vu<PhiVc/2 Not Reqd 9 79.4 0.0 00 +0.90D+E+0.90H 1 24.77 5.75 -3.89 3.89 089 1.00 7936 Vu<PhiVc/2 Not Reqd 9 79.4 0.0 0.0 +0.90D+E+0.90H 1 24,82 5.75 -3.90 3.90 0.72 1,00 79.36 Vu<PhiVc/2 Not Reqd 9 79.4 0.0 0.0 +0.90D+E+0.90H 1 24.86 5.75 -3.92 3.92 0.54 100 79.36 Vu<PhiVc/2 Not Reqd 9 79.4 0.0 0.0 +0.90D+E+0A0H 1 24.91 5.75 -3.93 3.93 0.36 100 79.36 Vu<PhiVc/2 Not Reqd 9 79.4 0,0 0.0 +0.90D+E+0.90H 1 24.95 5.75 -3.95 3.95 018 100 79.36 Vu<PhiVc/2 Not Reqd 9 794 00 0.0 +0.90D+E+0-90H 1 2500 575 -3.96 3.96 0,00 1.00 79.36 Vu<PhiVc/2 Not Reqd 9 79A 00 0.0 Maximum Forces&Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 25,000 24.75 17.93 138 +1.40D+1.60H Span#1 1 25,000 24,75 17.93 138 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 25.000 24,75 17.93 138 +1.20D+1.60L+0.50S+1.60H Span#1 1 25,000 24.75 17.93 138 +120D+1.60Lr+0.50L+1.60H Span#1 1 25.000 24.75 17.93 138 +1.20D+1.6OLr+0.50W+1.60H Span#1 1 25 000 12.37 17.93 069 +1.20D+0.50L+1.60S+1.60H Span#1 1 25 000 12.37 17,93 069 +1.20D+1.60S+0.50W+1.60H Span#1 1 25 000 12.37 17.93 069 +1.20D+0-50Lr+0.50L+W+1 60H Span#1 1 25 000 24.75 17.93 138 +1.20D+0.50L+0.50S+W+1.60H Span#1 1 25,000 24,75 17.93 138 +1.20D+0.50L+0,20S+E+1.60H Span#1 1 25 000 24.75 17.93 138 +0.90D+W+0.90H Span#1 1 25.000 2475 17.93 138 +0.90D+E+0.90H Span#1 1 25.000 2475 17.93 138 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span E Only 1 0.2924 12.500 0.0000 0.000 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr. 6g Printed: 3 OCT 2017,12:18PM Concrete Slender Wall Fib=1Wasme net"fibslPROJECTSt8000-8-118163-0-11171062-118163-P-1 ECE ENERCALCG ING 1902017,swid:Ia.17.8,28,Ver.10.IT8.2i t .t t . ME Description: TYP PANEL 22 DESIGN SUMMARY Results reported for "Strip Width"of 12.0 in Governing Load Combination... Actual Values Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.4680 +0.90D+E+0.90H Max Mu -2.168 k-ft Phi*Mn 4.633 k-ft PASS Service Deflection Check Actual Defl. Ratio U 2,392 Allowable Defl. Ratio 150 E Only Max. Deflection 0.1254 in PASS Axial Load Check Max Pu/Ag 8.633 psi Max.Allow.Defl. 2.0 in +0.90D+E+0.90H Location 24.583 ft 0.06*fc 180.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.007126 As/bd= 0.0 rho bal 0.01355 Maximum Reactions... for Load Combination.... Top Horizontal E Only 0.9441 k Base Horizontal E Only 0.2575 k Vertical Reaction +D+0.70E+H 2.567 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in^2 0 000 0.000 0.00 0.00 0.00 0.00 0.000 00000 00000 0 000 0.000 0.00 0.00 0.00 0.00 0.000 00000 0.0000 0 000 0.000 0.00 0.00 0.00 0.00 0.000 00000 00000 0 000 0.000 0.00 0.00 0.00 0.00 0,000 00000 0.0000 +1.20D+1.60Lr+0.50W+1.60H at 2417 to 25 0 000 15.660 2.40 1.08 0.90 4.63 0.310 00071 0.0135 +1.20D+1.60Lr-0.50W+1 60H at 2417 to 25 0 000 15,660 2.40 1.08 0.90 4.63 0.310 0.0071 0.0135 0 000 0.000 0.00 0.00 0.00 000 0.000 0.0000 0.0000 +1.20D+1 60S+0.50W+1.60H at 24.17 to 25 0 000 15.660 2.40 1.08 0,90 4.63 0,310 0.0071 0.0135 +1.20D+1.60S-0,50W+1.60H at 24.17 to 25.( 0 000 15.660 2.40 1.08 0.90 4.63 0,310 0.0071 0.0135 +1.20D+0.50Lr+0.50L+W+1.60H at 24.17 to 0 000 15.660 2.40 2.17 0.90 463 0.310 0.0071 0.0135 +1.20D+0.50Lr+0.50L-W+1.60H at 24.17 to 0 000 15.660 2.40 2.17 0.90 4.63 0.310 0.0071 0.0135 +1.20D+0.50L+0.50S+W+1.60H at 24.17 to 0.000 15.660 2.40 2.17 0.90 463 0.310 0.0071 0.0135 +1.20D+0.50L+0.50S-W+1.60H at 24.17 to 2 0.000 15.660 2.40 2.17 090 4.63 0.310 0.0071 0.0135 +1.20D+0.50L+0 20S+E+1.60H at 24.17 to 2 0.000 15.660 2.40 2.17 090 4.63 0.310 0.0071 0.0135 +1.20D+0.50L+0.20S-E+1.60H at 24.17 to 2! 0.000 15.660 2.40 2.17 0.90 4.63 0 310 0-0071 0.0135 +0.90D+W+0.90H at 24.17 to 25.00 0,000 15.660 2.40 2.17 0-90 463 0.310 0.0071 0.0135 +0.90D-W+0.90H at 24.17 to 25.00 0.000 15,660 240 2.17 0.90 4,63 0,310 0.0071 0.0135 +0.90D+E+0.90H at 24.17 to 25.00 0 000 15.660 240 217 0.90 4.63 0.310 10071 0.0135 +0.90D-E+0.90H at 24.17 to 25.00 0 000 15,660 240 217 090 4.63 0.310 0.0071 0.0135 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio _ k k-ft k-ft in14 in^4 in14 in 0.000 000 0.00 0.00 000 0.000 0 000 0.0 0.000 0.00 0.00 0.00 000 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0,000 0.000 00 0 000 000 0.00 0.00 000 0.000 0 000 0.0 0.000 000 0.00 0.00 000 0,000 0 000 0.0 0.000 0.00 000 0.00 000 0.000 0 000 0.0 +D+0.60W+H at 10.83 to 11.67 1.624 240 0.73 381.08 27.54 285.809 0.075 3,983.3 +D+0.70E+H at 10.83 to 11.67 1,624 240 0.87 381.08 27.54 285,809 0089 3,362.1 i STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 0CT 2017 12:18PM Concrete Slender WallFile=lWasMe neiworkG�s1PROJECTSAB000.8-118IM-11171002-118163-P-1 ECE ENERCALC,INC.1983.2017,BuId 10.17.8.28,Vec10.17.8.2i r.r r Description: TYP PANEL 22 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+L+H 0.0 k 000 k 2,567 k +D+Lr+H 0.0 k 0.00 k 2.567 k +D+S+H 0.0 k 000 k 2 567 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 2 567 k +D+0.750L+0.750S+H 0.0 k 0.00 k 2 567 k +D+0.60W+H 0.2 k 056 k 2 567 k +D+0.70E+H 02 k 066 k 2 567 k +D+0.750Lr+0.750L+0.450W+H 01 k 042 k 2 566 k +D+0.750L+0.750S+0.450W+H 01 k 0 42 k 2 566 k +D+0.750L+0.750S+0.5250E+H 01 k 050 k 2 566 k +0.60D+0.60W+0.60H 0.2 k 056 k 1 540 k +0.60D+0.70E+0.60H 02 k 0.66 k 1.540 k D Only 0.0 k 0.00 k 2.567 k Lr Only 0.0 k 0.00 k 0,000 k L Only 0.0 k 0.00 k 0 000 k S Only 0.0 k 000 k 0 000 k W Only 0.3 k 094 k 0.000 k E Only 0.3 k 0.94 k 0,000 k H Only 0.0 k 000 k 0 000 k I STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: f2 Printed: 3 OCT 2017 12:34PM He=kUw4 rVtetmrk filesTROJECTS180004&-1181630-11171002-118183-P-1 ECE Concrete Beam ENERCALG INC.19a2017,ButIa10.17.8.28,Ver.10.17.82 i 1 Description: Panel 11 Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 +0+0.70E+H 0 191 0,496 +D+0.750Lr+0.750L+0.450W+H 0.127 0.319 +D+0.750L+0.750S+0.450W+H 0.127 0.319 +D+0.750L+0 750S+0.5250E+H 0148 0.372 +0.60D+0.60W+0.60H 0.169 0 425 +0.60D+0.70E+0.60H 0.197 0.496 D Only Lr Only L Only S Only W Only 0 281 0 709 E Only 0 281 0 709 H Only Detailed Shear Information Span Distance V Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi`Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Recrd Suggest +0.900+E+0,90H 1 0.00 5.75 0.28 0.28 000 1.00 6.14 Vu<PhiVc/2 Not Reqd 9 61 00 0.0 +0.90D+E+0.90H 1 010 5.75 0.28 0.28 0.03 1.00 6.14 Vu<PhiVc/2 Not Reqd 9 61 0.0 0.0 +0.90D+E+0.90H 1 0.20 5.75 0.28 028 0.06 1.00 6 14 Vu<PhiVc/2 Not Reqd 9 6.1 0.0 0.0 +0.90D+E+0.90H 1 031 5.75 0.27 0.27 0.08 1.00 6 14 Vu<PhiVc/2 Not Reqd 9 61 0.0 0.0 +0.90D+E+0.90H 1 0.41 5.75 0.27 0.27 0.11 1.00 6 14 Vu<PhiVc/2 Not Reqd 9 6A 0.0 0.0 +0.90D+E+0.90H 1 0.51 5.75 0.27 0.27 0.14 0.92 6,07 Vu<PhiVc/2 Not Reqd 9 6 1 0.0 0.0 +0.90D+E+0.90H 1 0.61 5.75 0.27 0.27 0.17 0.76 596 Vu<PhiVc/2 Not Reqd 9 6.0 0-0 0.0 +0.90D+E+0.90H 1 071 5.75 0.26 0.26 0.19 0.65 5.87 Vu<PhiVc/2 Not Reqd 9 5.9 0.0 0.0 +0.90D+E+0.90H 1 0.82 5.75 0.26 0.26 0.22 0.56 5.81 Vu<PhiVc/2 Not Reqd 9 5.8 0.0 0.0 +0.90D+E+0.90H 1 0.92 5.75 0.26 0.26 0.25 0.50 5.76 Vu<PhiVc/2 Not Reqd 9 58 0.0 0.0 +0.90D+E+0.90H 1 1.02 5.75 0.25 0.25 0.27 0.45 5,72 Vu<PhiVc/2 Not Reqd 9 57 0.0 0.0 +0.90D+E+0.90H 1 112 5.75 0.25 0.25 0.30 0.40 5,69 Vu<PhiVc/2 Not Reqd 9 57 00 0.0 +0.90D+E+0.90H 1 122 5.75 0.25 0,25 0.32 0.37 5.66 Vu<PhiVc/2 Not Reqd 9 5.7 0.0 0.0 +0.90D+E+0.90H 1 1.33 5.75 0.25 0.25 0.35 034 5.64 Vu<PhiVc/2 Not Reqd 9 5.6 0.0 00 +0.90D+E+0.90H 1 1.43 5.75 0.24 0.24 0.37 0.31 5.62 Vu<PhiVc/2 Not Reqd 9 5.6 0.0 00 +0.90D+E+0.90H 1 1.53 5.75 0.24 0.24 0.40 0.29 5.60 Vu<PhiVc/2 Not Reqd 9 56 0.0 00 +0.90D+E+0.90H 1 1.63 5,75 0.24 0.24 0.42 0.27 559 Vu<PhiVc/2 Not Reqd 9 5.6 0.0 00 +0.90D+E+0.90H 1 1.73 5.75 0.24 0.24 0.45 025 5,57 Vu<PhiVc/2 Not Reqd 9 5.6 0.0 00 +0.90D+E+0.90H 1 1.84 5.75 0.23 0.23 0.47 0.24 5.56 Vu<PhiVc/2 Not Reqd 9 5.6 00 00 +0.90D+E+0.90H 1 1.94 5.75 0.23 0.23 0.50 0.22 5.55 Vu<PhiVc/2 Not Reqd 9 5.6 0.0 0.0 +0.90D+E+0.90H 1 204 5.75 0.23 0.23 0.52 0.21 554 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 2.14 5.75 0.22 0.22 0.54 0.20 5.53 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 2.24 5.75 0.22 0.22 0.56 0,19 5.53 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 2.35 575 0.22 0.22 0.59 0A 8 5.52 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 2.45 5.75 0.22 0.22 0.61 0.17 5.51 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 255 5.75 021 0.21 0.63 0.16 5.51 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 2.65 5.75 0.21 0.21 0.65 0.15 5.50 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 2.76 5.75 0.21 0.21 0.67 0.15 5.50 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 2.86 5.75 0.21 0.21 0.70 0.14 5.49 Vu<PhiVc/2. Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 2.96 5.75 0.20 0,20 0.72 0.14 5.49 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 3.06 5.75 0.20 0.20 0.74 0.13 5.48 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 3.16 5.75 020 0.20 0.76 0.13 5.48 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 3.27 5.75 020 0.20 0.78 0.12 548 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 3.37 5.75 0.19 0.19 0.80 012 5.47 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 3.47 575 0.19 0.19 082 0.11 5.47 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0 90D+E+0 90H 1 357 575 0.19 0.19 0.84 0.11 547 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 367 575 0.18 0.18 0.86 0.10 546 Vu<PhiVc/2 Not Reqd 9 5.5 00 0.0 +0.90D+E+0.90H 1 378 575 0.18 0.18 0.87 010 546 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 388 575 0.18 0.18 0.89 010 5.46 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 i STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 OCT 2017,12:34Ptvl Fib=WasMVteMo.*fiieS1PROJECTS18000.8-118163-D-11171002-118163-P-1.ECE Concrete Beam ENERCALC,INC 19a2017,WK1017.8.28,Ver.10.iT&A MrswYMAYLVA11,111hi . . . Description: Panel 11 Detailed Shear Information Span Distance 'd' Vu (k) Mu d`Vu/Mu Phi"Vc Comment Phi"Vs Phi"Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +0.90D+E+0.90H 1 9.49 5.75 0.03 0,03 1.48 0.01 5,39 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 9.59 5.75 0.03 0.03 148 0.01 5.39 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 9.69 575 0.03 0.03 1.49 0.01 5.39 Vu<PhiVc/2 Not Reqd 9 5A 0.0 0.0 +0.90D+E+0.90H 1 9.80 5.75 0.02 0.02 1.49 0.01 5,39 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0-90D+E+0-90H 1 9.90 5.75 0.02 H2 1.49 0.01 5.39 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 10.00 5.75 0.02 0.02 1.49 0.01 5.39 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 10.10 5.75 0.01 001 1.49 0.00 5,39 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0-90D+E+0.90H 1 10.20 5.75 0.01 0.01 1.50 0.00 5.39 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 10.31 5.75 0.01 0.01 1.50 0.00 5.39 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 10.41 5.75 0.01 0.01 150 0.00 5.39 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 10.51 5.75 0.00 0.00 1.50 0.00 5.39 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 10.61 5.75 0.00 0.00 1.50 0.00 5.39 Vu<PhiVc/2 Not Reqd 9 54 00 0.0 +0.90D+E+0.90H 1 10.71 5.75 -0.00 0.00 1.50 0,00 5.39 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 10.82 5.75 -0.00 0.00 1,50 0.00 5.39 Vu<PhiVc/2 Not Reqd 9 5A 0.0 0.0 +0.90D+E+0.90H 1 10.92 5.75 -0.01 0.01 1.50 Ho 5,39 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 11.02 5.75 -0.01 0.01 150 0.00 5,39 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 11.12 575 -0.01 001 1.50 0.00 5.39 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 11.22 5.75 -0.02 0.02 1 49 0.00 5,39 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 11.33 5.75 -0.02 0.02 1 49 0.01 5,39 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 11.43 5.75 -0.02 0.02 1 49 0.01 5.39 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 11.53 5.75 -0.02 0,02 1 49 0.01 5,39 Vu<PhiVc/2 Not Reqd 9 5-4 0.0 0.0 +0.90D+E+0.90H 1 11.63 5.75 -0.03 0.03 1 49 0.01 5.39 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 11.73 5.75 -0.03 0.03 1 48 0.01 5.39 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 11.84 5.75 -0A3 0.03 1 48 0,01 5.39 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 11.94 5.75 -0.03 003 1 48 001 5.39 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 12.04 5.75 -0 04 0.04 1 47 0,01 5.39 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 12.14 5.75 -0.04 0.04 1 47 0.01 5.40 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 12.24 5.75 -0.04 0.04 1 47 0.01 5,40 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 12.35 5.75 -0.04 0.04 1 46 0.01 5.40 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 12.45 5.75 -0.05 0.05 1 46 0.02 5.40 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 12.55 5.75 -0.05 0,05 1 45 002 5.40 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 12.65 5.75 -0.05 0.05 1 45 002 5,40 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 12.76 5.75 -0.06 0.06 144 002 5,40 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 12.86 5.75 -0.06 0.06 1.43 0.02 5.40 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 12.96 5.75 -0.06 0.06 1.43 0.02 5.40 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 13.06 5.75 -0.06 0.06 1.42 0.02 5.40 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 13.16 5.75 -0.07 0.07 1.42 0.02 5.40 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 13.27 5.75 -0.07 0.07 1.41 0.02 5,40 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 13.37 5.75 -0.07 0.07 1.40 0,02 5,40 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 13.47 5,75 -0.07 0.07 1.39 0.03 5.40 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 13.57 5.75 -0.08 0.08 1.39 0.03 5.41 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 13.67 5.75 -0.08 0.08 1.38 0.03 5-41 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 00 +0.90D+E+0.90H 1 13.78 5.75 -0.08 0.08 1.37 0.03 5.41 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 13.88 5.75 -0.09 0.09 136 0.03 5.41 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 13.98 5.75 -0.09 0.09 1.35 0.03 5,41 Vu<PhiVc/2 Not Reqd 9 54 0.0 0.0 +0.90D+E+0.90H 1 14.08 5.75 -0.09 0.09 1.34 0.03 5,41 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 14.18 5.75 -0.09 0.09 1.33 0.03 5.41 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 14.29 5.75 -0.10 0.10 1.32 0.03 5.41 Vu<PhiVc/2 Not Reqd 9 5A 0.0 0.0 +0.90D+E+0.90H 1 14,39 5.75 -0.10 0.10 1.31 0,04 5.41 Vu<PhiVc/2 Not Reqd 9 5A 0.0 0.0 +0.90D+E+0.90H 1 14.49 5.75 -0.10 0.10 1,30 0.04 5.41 Vu<PhiVc/2 Not Reqd 9 5,4 0.0 0.0 +0.90D+E+0.90H 1 14.59 5.75 -0.10 0.10 129 0,04 5.41 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 14.69 5.75 -0.11 0.11 1.28 R04 542 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 1 14.80 5.75 -0.11 0.11 1.27 0,04 5.42 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 +0.90D+E+0.90H 11 14.90 5.75 -0.11 0.11 126 0.04 5.42 Vu<PhiVc/2 Not Reqd 9 5.4 0.0 0.0 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 OCT 2017.12:34PNI Fie=wes erwmork obsiPnoiECTsl8000-8-1181M-11171002-1181ti3-P-1 ECE Concrete Beam ENERMC,INC.1983-2017,Bmk1:10.17.8.28,Vert0.1Z8.21 KW-06011301 Covington, Description: Panel 11 Detailed $hear Information Span Distance V Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +0 90D+E+0.90H 1 20.51 575 -0.26 0.26 0.22 0.58 5.82 Vu<PhiVc/2 Not Reqd 9 5.8 0.0 0.0 +0.90D+E+0.90H 1 20,61 5.75 -0.26 0.26 0.19 0.66 5.88 Vu<PhiVc/2 Not Reqd 9 5.9 0.0 0.0 +0.90D+E+0.90H 1 2071 5.75 -0.27 0.27 0.16 0.78 5.97 Vu<PhiVc/2 Not Reqd 9 6.0 0.0 0.0 +0.90D+E+0.90H 1 20,82 5.75 -027 0.27 0.14 0.95 6.10 Vu<PhiVc/2 Not Reqd 9 6.1 0.0 0.0 +0.90D+E+0.90H 1 20.92 5.75 -0.27 0.27 0.11 1.00 6.14 Vu<PhiVc/2 Not Reqd 9 6.1 0.0 0.0 +0.90D+E+0.90H 1 21.02 5.75 -0.27 0.27 0.08 1.00 6.14 Vu<PhiVc/2 Not Reqd 9 6.1 0.0 0.0 +0.90D+E+0.90H 1 21A2 5.75 -0.28 0.28 0.05 1.00 6.14 Vu<PhiVc/2 Not Reqd 9 6.1 0.0 0.0 +0.90D+E+0.90H 1 21.22 5.75 -0.28 0.28 0.02 1.00 6.14 Vu<PhiVc/2 Not Reqd 9 6.1 0.0 0.0 +0,90D+E+0.90H 1 21.33 5.75 -0.28 0.28 0.00 1.00 6.14 Vu<PhiVc/2 Not Reqd 9 6.1 0.0 0.0 +0.90D+E+0.90H 1 21.43 5.75 -0.28 0.28 0.03 1.00 6.14 Vu<PhiVc/2 Not Reqd 9 6.1 0.0 0.0 +0.90D+E+0.90H 1 21.53 5.75 -0.29 0.29 0.06 1.00 6.14 Vu<PhiVc/2 Not Reqd 9 6.1 0.0 0.0 +0.90D+E+0.90H 1 21.63 5.75 -0.29 0.29 0.09 1.00 6.14 Vu<PhiVc/2 Not Reqd 9 6.1 0.0 0.0 +0.90D+E+0 90H 1 21.73 5,75 -0.29 0.29 0.12 1.00 6.14 Vu<PhiVc/2 Not Reqd 9 6.1 0.0 0.0 +0.90D+E+0.90H 1 21.84 5.75 -0 30 0.30 0.15 0.93 6.08 Vu<PhiVc/2 Not Reqd 9 6.1 0.0 0.0 +0 90D+E+0.90H 1 21.94 575 -0.30 0.30 0.18 0.78 5.97 Vu<PhiVc/2 Not Reqd 9 6.0 0.0 0.0 +0.90D+E+0.90H 1 22.04 5.75 -0.30 0.30 0.21 0.68 5.89 Vu<PhiVc/2 Not Reqd 9 5.9 0.0 0.0 +0.90D+E+0.90H 1 22.14 5.75 -0.30 0.30 0.24 0.60 5.83 Vu<PhiVc/2 Not Reqd 9 5.8 0.0 0.0 +0.90D+E+0.90H 1 22.24 5.75 -0.31 0.31 0.27 0.53 5.79 Vu<PhiVc/2 Not Reqd 9 5.8 0.0 0.0 +0.90D+E+0.90H 1 22.35 5.75 -0.31 0.31 0.31 0.48 5.75 Vu<PhiVc/2 Not Reqd 9 5.7 0.0 0.0 +0.90D+E+0.90H 1 22.45 5.75 -0.31 0.31 0.34 0.44 5.72 Vu<PhiVc/2 Not Reqd 9 5.7 0.0 0.0 +0.90D+E+0.90H 1 22.55 5.75 -0.31 0.31 0.37 0.41 5.69 Vu<PhiVc/2 Not Reqd 9 5.7 0.0 0.0 +0.90D+E+0.90H 1 22.65 5.75 -0.32 0.32 0.40 0.38 5.67 Vu<PhiVc/2 Not Reqd 9 5.7 0.0 0.0 +0.90D+E+0.90H 1 2276 5.75 -0.32 0.32 0.43 0.35 5.65 Vu<PhiVc/2 Not Reqd 9 5.7 0.0 0.0 +0.90D+E+0.90H 1 22.86 5.75 -0.32 0.32 0.47 0.33 5.63 Vu<PhiVc/2 Not Reqd 9 5.6 0.0 0.0 +0.90D+E+0.90H 1 22.96 5.75 -0.32 0.32 0.50 0.31 5.62 Vu<PhiVc/2 Not Reqd 9 5.6 0.0 0.0 +0.90D+E+0.90H 1 23.06 5.75 -0.33 0.33 0.53 0.29 5.61 Vu<PhiVc/2 Not Reqd 9 5.6 0.0 0.0 +0.90D+E+0.90H 1 23.16 5.75 -0.33 0.33 0.57 0.28 5.59 Vu<PhiVc/2 Not Reqd 9 5.6 0.0 0.0 +0.90D+E+0.90H 1 23.27 5.75 -0.33 0.33 0.60 0.27 5.58 Vu<PhiVc/2 Not Reqd 9 5.6 0.0 0.0 +0.90D+E+0.90H 1 23.37 5.75 -0.34 0.34 0.63 0.25 5.58 Vu<PhiVc/2 Not Reqd 9 5.6 0.0 0.0 +0.90D+E+0.90H 1 23.47 5.75 -0 34 0.34 0.67 0.24 5.57 Vu<PhiVc/2 Not Reqd 9 5.6 0.0 0.0 +0.90D+E+0.90H 1 23.57 5.75 -0 34 0.34 0.70 0.23 5.56 Vu<PhiVc/2 Not Reqd 9 5.6 0.0 0.0 +0.90D+E+0.90H 1 23.67 5.75 -0.34 0.34 0.74 0.22 5.55 Vu<PhiVc/2 Not Reqd 9 5.6 0.0 0.0 +0.90D+E+0.90H 1 23.78 5.75 -0.35 0.35 0.77 0.21 5.55 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 23.88 5.75 -0.35 0.35 0.81 0.21 5.54 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 23.98 5.75 -0.35 0.35 0.84 0.20 5.54 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 24.08 5.75 -0.35 0.35 0.88 0.19 5.53 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 24.18 5.75 -0.36 0.36 0.92 0.19 5.53 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 2429 5.75 -0.36 0.36 0.95 0.18 5.52 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 24.39 5.75 -0.36 0.36 0.99 0.18 5.52 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 24.49 5.75 -0.37 0.37 1.03 0.17 5.51 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 24.59 5.75 -0.37 0.37 1.07 0.17 5.51 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 24.69 5.75 -0.37 0.37 1.10 0.16 5.51 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 24.80 5.75 -0,37 0.37 1.14 0.16 5.50 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 1 24.90 5.75 -0.38 0.38 1.18 0.15 5.50 Vu<PhiVc/2 Not Reqd 9 5.5 0.0 0.0 +0.90D+E+0.90H 2 25.00 3.50 0.33 0.33 1.22 0.08 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 25.02 3.50 0.33 0.33 1.21 0.08 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 25.04 3.50 0.33 0.33 1.21 0.08 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 25.06 3.50 0.33 0.33 1.20 0.08 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 25.07 3.50 0.33' 0.33 1.19 0.08 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 25.09 3.50 0.33 0.33 1.19 0.08 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 25.11 3.50 0.33 0.33 1.18 0.08 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 2513 3.50 0.33 0.33 1.18 0.08 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 2515 3.50 0.33 0.33 1.17 0.08 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 2517 3.50 033 0.33 1.16 0.08 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: Ponied 3 OCT 2017 12:34PNI Concrete Beam � 1��= P fibslPROJECTS�B WS-t1816M-111710O2-118t63-P-1ECE ENERCALc,MC,1902017.Build.10.17.828,Ver.10.17-8.21 Covington Description: Panel 11 Detailed Shear Information Span Distance 'd' Vu (k) Mu d`Vu/Mu Phi'Vc Comment Phi'Vs Phi"Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +0.90D+E+0 90H 2 2618 3.50 0.30 0.30 0.85 0.10 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 2619 350 0.30 0.30 0.84 0.10 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 2621 350 0.30 0.30 0.84 0.10 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0 90D+E+0.90H 2 2623 350 0,30 0.30 0.83 0.10 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 2625 350 0.30 0.30 0.83 0.10 3.28 Vu<PhiVc/2 Not Reqd 9 33 0.0 0.0 +0.90D+E+0.90H 2 2627 350 0.30 0.30 0.82 0.11 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.29 350 0.30 0.30 0.82 0 11 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.30 3.50 0.30 0.30 0.81 0.11 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.32 3.50 0.30 030 0.80 0.11 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.34 3.50 0.29 0.29 0.80 0.11 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0 90D+E+0.901-1 2 26.36 3.50 0.29 0.29 0.79 0.11 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.38 3.50 0.29 0.29 079 0 11 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 00 +0.90D+E+0.90H 2 26.40 3.50 0.29 0.29 0.78 Oil 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.41 3.50 0.29 0.29 0.78 0.11 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.43 3.50 0.29 0.29 077 0.11 3.28 Vu<PhiVc/2 Not Reqd 9 3-3 &0 0.0 +0.90D+E+0.90H 2 26A5 3.50 0.29 0.29 077 0.11 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 00 0.0 +0.90D+E+0.90H 2 26.47 3.50 0.29 0.29 0.76 011 3.28 Vu<PhiVc/2 Not Reqd 9 33 0.0 0.0 +0.90D+E+0.90H 2 26.49 3.50 0.29 0.29 076 0.11 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.51 3.50 0.29 0.29 0.75 0.11 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.52 3.50 029 0.29 0.75 0.11 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.54 3.50 0.29 0.29 0.74 011 3.28 Vu<PhiVc/2 Not Reqd 9 33 0.0 0,0 +0.90D+E+0.90H 2 26.56 3.50 0.29 0.29 073 0.11 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 00 +0.90D+E+0.90H 2 26.58 3.50 0.29 0.29 073 0.12 3.28 Vu<PhiVc/2 Not Reqd 9 33 0.0 0.0 +0.90D+E+0.90H 2 26.60 3.50 029 0.29 072 012 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 &0 0.0 +0.90D+E+0.90H 2 26.62 3.50 0.29 0.29 0.72 0.12 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.63 3.50 0.29 0.29 0.71 0.12 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.65 3.50 0.29 0.29 0.71 0.12 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.67 3.50 029 0.29 0.70 0.12 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.69 3.50 029 0.29 0.70 0 12 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 00 +0.90D+E+0.90H 2 26.71 3.50 0.28 0.28 0.69 0.12 3,28 Vu<PhiVc/2 Not Reqd 9 3.3 00 0.0 +0.90D+E+0.90H 2 26.73 3.50 0.28 0.28 0.69 0.12 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.74 3.50 0.28 0.28 0.68 0.12 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.76 350 028 0.28 0.68 0.12 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.78 3.50 0.28 0.28 067 0.12 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0 90H 2 26.80 350 028 0.28 0.67 0.12 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.82 3.50 0.28 0.28 0.66 0.12 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.84 3.50 0.28 0.28 0.66 013 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.86 3.50 0.28 0.28 0.65 0.13 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.87 3.50 0.28 0.28 0.65 0.13 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.89 3.50 028 0.28 0.64 0.13 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.91 350 0.28 0.28 0.64 0.13 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.93 350 0.28 0.28 0.63 0.13 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 26.95 3.50 0.28 0.28 0.63 0.13 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.900+E+0.90H 2 26,97 3.50 0.28 0.28 0.62 0.13 3,28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0,0 +0.90D+E+0.90H 2 26.98 3.50 0.28 0.28 0.61 0.13 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 27,00 3.50 0.28 0.28 0.61 0.13 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 27.02 3.50 0.28 0.28 0.60 0.13 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 2704 3.50 028 0.28 060 0.13 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 27.06 350 0.28 0.28 0.59 0.14 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 00 &0 +0.90D+E+0.90H 2 27.08 3.50 0.28 0.28 0.59 0.14 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 00 &0 +0.90D+E+0.90H 2 27.09 3.50 0.27 0.27 0.58 0.14 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 00 0.0 +0.90D+E+0.90H 2 27.11 3.50 027 0.27 0.58 014 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 00 00 +0.90D+E+0.90H 2 2713 3.50 0.27 0.27 0.57 0.14 3,28 Vu<PhiVc/2 Not Reqd 9 3.3 00 00 +0.90D+E+0.90H 2 27 15 3.50 0.27 0.27 0.57 0.14 3,28 Vu<PhiVc/2 Not Reqd 9 3.3 00 00 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Protect Descr: $b Printed: 3 OCT 2017,12:34PNI Fib=11Jesperinemorkfibsu ROJEaS18000.8-14163-D-11171002-118163P-1.ECE Concrete Beam ENERCALC,INC 1983-2017.Buitd:1017.8.28,Ver10.17,8,2t Licensee :r . r r Covington Description: Panel 11 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi"Vc Comment Phi`Vs Phi`Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +0.90D+E40.90H 2 28.16 350 025 025 0.31 023 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 00 +0.90D+E+0.90H 2 28.18 3.50 0.25 0.25 0.30 0.24 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 H 00 +0.90D+E+0.90H 2 28.20 3.50 0.25 0.25 0.30 0.24 3,28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.21 3.50 0.25 0.25 0.29 0.24 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.23 3.50 0.24 024 029 0.25 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0,0 +0.90D+E+0.90H 2 28.25 3.50 0.24 024 028 0.25 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.27 3.50 0.24 024 028 0.25 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.29 3.50 0.24 0.24 0.28 0.26 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0,90D+E+0.90H 2 28.31 3.50 0.24 0.24 0.27 0.26 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0,0 +0.90D+E+0.90H 2 28.32 3.50 0.24 0.24 0.27 0.27 328 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28,34 3.50 0.24 0.24 0.26 0.27 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.36 3.50 024 0.24 0.26 027 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.38 3.50 024 0,24 025 0.28 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0,0 +0.90D+E+0.90H 2 28.40 3.50 0.24 0.24 0.25 0.28 328 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.42 3.50 0.24 0.24 0.24 0.29 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.43 3.50 0.24 0.24 0.24 0,29 328 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.45 3.50 0.24 0.24 0.24 030 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0,0 +0.90D+E+0.90H 2 28.47 3.50 0.24 0.24 0.23 0.30 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.49 3.50 0.24 0.24 0.23 0.31 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.51 3.50 0.24 0.24 0.22 0.31 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.53 3.50 0.24 024 0.22 0.32 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.54 3.50 0.24 0,24 0.21 0.32 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.56 3.50 0.24 024 021 0,33 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.58 3.50 0.24 024 0.20 0.34 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 00 0.0 +0.90D+E+0.90H 2 28.60 3.50 0.23 0.23 0.20 0.34 3,28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.62 3.50 0.23 0.23 0.20 0.35 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.64 3.50 0.23 0.23 0.19 0.36 3,28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.66 350 023 0.23 0.19 0.36 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.67 350 0.23 0.23 0.18 0.37 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.69 3.50 0,23 0.23 0.18 0.38 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.71 3.50 0.23 0.23 0.17 0.39 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.73 3,50 0.23 0,23 0.17 0.40 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28,75 3.50 0.23 0.23 017 0.41 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28,77 3.50 0.23 0.23 016 0.41 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.78 3.50 0.23 0.23 016 0.43 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.80 3.50 0.23 0.23 0,15 0.44 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28,82 3.50 0.23 0.23 0.15 0,45 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.84 3.50 0.23 0.23 0.15 0.46 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0 90H 2 28.86 3.50 0.23 0.23 0.14 0.47 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.88 3.50 0.23 0.23 0.14 0.49 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.89 3.50 0.23 0.23 0.13 0.50 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.91 3.50 0.23 0.23 0.13 0.51 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.93 3.50 0.23 0.23 0.12 0.53 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.95 350 0.23 0.23 0.12 0.55 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28,97 3.50 0.23 0.23 0.12 0.57 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 28.99 3.50 0.22 0.22 0.11 0.59 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 29.00 3.50 0.22 0.22 0.11 0.61 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 29.02 3.50 0.22 0.22 0A 0 0,63 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 29.04 3.50 0.22 0.22 0A0 0,65 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 29.06 3.50 0.22 0.22 0.10 0.68 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 29.08 350 0.22 0.22 0.09 0.71 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 29.10 3.50 0.22 022 0.09 0.74 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 29.11 350 0.22 022 0.08 0.78 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 +0.90D+E+0.90H 2 2913 3.50 022 022 0.08 0.81 3.28 Vu<PhiVc/2 Not Reqd 9 3.3 0.0 0.0 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Protect Descr. Z Printed: 3 OCT 2017,12:34PM Concrete Beam Fills=WasperWtwmkfi*slPROJECTS%000.8-iOIM-11171002-1181p•P-1.ECE ENERCALC.INC 19n2017,Build.10.17.8.28.Verf0.17.821 Covington Description: Panel 11 Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio Span#2 2 4.500 -0 01 8 77 0.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max "+"Defl Location in Span E Only 1 0,1266 11.786 E Only -0.0007 25.064 2 0.0000 11.786 E Only -0 0347 4,500 STRUCTURAL DESIGN ASSOCIATES Project Title: DantraWl Building Engineer: Project ID: SDA#8163 Project Descr: Printed: 3 OCT 2017.11:59ANI File=1WasMVxtmk fiWPROJECTS18000.8-1181q•D-11171002-iiB163P-t.EOF Concrete Beam ENERCALC,INC.1%3.2017,Budd 10.17.8.28.Vet:10.t7.8.21 KW-06011301 Licensee Covington Description: PANEL 24-STRIP Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 +D+0.750L+0 750S+H +D+0.60W+H 1.646 4 719 +D+0.70E+H 1.920 5 506 +D+0.750Lr+0.750L+0.450W+H 1.234 3 540 +D+0.750L+0.750S+0.450W+H 1.234 3.540 +D+0.750L+0.750S+0.5250E+H 1,440 4.129 +0.60D+0.60W+0.60H 1.646 4,719 +0.60D+0 70E+0.60H 1.920 5.506 D Only Lr Only L Only S Only W Only 2.743 7.866 E Only 2.743 7.866 H Only Detailed Shear Information Span Distance V Vu (k) Mu d'Vu/Mu Phi"Vc Comment Phi'Vs Phi`Vn Spacing(in) Load Combination Number (11) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +0 90D+E+0 90H 1 0.00 5.75 2.74 274 0.00 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 745 00 0.0 +0.90D+E+0 90H 1 0.10 5.75 2.74 2.74 0.28 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 0.20 5.75 2.74 2.74 0.56 1.00 74,48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 0.31 5.75 2.74 2.74 0.84 1.00 7448 Vu<PhiVc/2 Not Reqd 9 74.5 00 0.0 +0.90D+E+0.90H 1 0.41 5.75 2.74 2.74 1,12 100 74.48 Vu<PhiVc/2 Not Reqd 9 745 0.0 0.0 +0.90D+E+0.90H 1 0.51 5.75 2.73 2,73 1.40 0.94 73.18 Vu<PhiVc/2 Not Reqd 9 73.2 0.0 0.0 +0 90D+E+0.90H 1 0.61 5.75 2.73 2.73 1.68 0,78 69.94 Vu<PhiVc/2 Not Reqd 9 69.9 0.0 0.0 +0.90D+E+0.90H 1 0.71 5.75 2.72 2.72 1.95 0.67 67.62 Vu<PhiVc/2 Not Reqd 9 67.6 0-0 0.0 +0.90D+E+0.90H 1 0.82 5.75 2.72 2.72 2.23 0.58 6588 Vu<PhiVc/2 Not Reqd 9 65.9 0.0 0.0 +0.90D+E+0.90H 1 0.92 5.75 2.71 2.71 2.51 0.52 64.53 Vu<PhiVc/2 Not Reqd 9 645 0.0 0.0 +0.90D+E+0.90H 1 1.02 5.75 2.70 2.70 2.78 0.46 63.44 Vu<PhiVc/2 Not Reqd 9 63.4 0.0 0.0 +0.90D+E+0.90H 1 1.12 5.75 2.69 2.69 3.06 0.42 62.55 Vu<PhiVc/2 Not Reqd 9 62.6 0.0 0.0 +0.90D+E+0.90H 1 1.22 5.75 2.68 2.68 3.33 0.39 61.81 Vu<PhiVc/2 Not Reqd 9 61.8 0.0 0.0 +0.90D+E+0.90H 1 1.33 5.75 2.67 2.67 3.61 0,36 61.18 Vu<PhiVc/2 Not Reqd 9 61.2 0.0 0.0 +0 90D+E+0.90H 1 1.43 5.75 2.66 2.66 3.88 0.33 60.64 Vu<PhiVc/2 Not Reqd 9 606 0.0 0.0 +0.90D+E+0.90H 1 1.53 5.75 2.65 2.65 4.15 0.31 60.16 Vu<PhiVc/2 Not Reqd 9 60.2 0.0 0.0 +0.90D+E+0.90H 1 1.63 5.75 2.64 2.64 4.42 0.29 59.75 Vu<PhiVc/2 Not Reqd 9 59.8 0.0 0.0 +0.90D+E+0.90H 1 1.73 5.75 2.62 2.62 4.69 0.27 59.38 Vu<PhiVc/2 Not Reqd 9 59.4 00 0.0 +0.90D+E+0.90H 1 1.84 5.75 2.61 2.61 4.96 0.25 59.06 Vu<PhiVc/2 Not Reqd 9 59.1 0.0 0.0 +0.90D+E+0.90H 1 1.94 5.75 2.59 2.59 5.22 0.24 58.76 Vu<PhiVc/2 Not Reqd 9 58.8 0.0 0.0 +0.90D+E+0.90H 1 2.04 5.75 2.58 2.58 5.49 0.23 58.50 Vu<PhiVc/2 Not Reqd 9 58.5 0.0 0.0 +0.90D+E+0.90H 1 214 5.75 2.56 2.56 5.75 0.21 5826 Vu<PhiVc/2 Not Reqd 9 58.3 0.0 0.0 +0.90D+E+0.90H 1 224 5.75 2.54 2.54 6.01 0.20 58.04 Vu<PhiVc/2 Not Reqd 9 58.0 0.0 0.0 +0.90D+E+0.90H 1 2.35 5.75 2.52 2.52 6.27 019 57.84 Vu<PhiVc/2 Not Reqd 9 57.8 0.0 0.0 +0.90D+E+0.90H 1 2.45 5.75 2.51 2.51 6,52 0.18 5765 Vu<PhiVc/2 Not Reqd 9 57.7 0.0 0.0 +0.90D+E+0.90H 1 2.55 5.75 2.49 2.49 6.78 0.18 5748 Vu<PhiVc/2 Not Reqd 9 57.5 0.0 00 +0.90D+E+0.90H 1 2.65 5.75 2.46 2,46 7.03 0.17 57.32 Vu<PhiVc/2 Not Reqd 9 57.3 0.0 0.0 +0.90D+E+0.90H 1 2.76 5.75 2.44 2.44 728 0.16 57A7 Vu<PhiVc/2 Not Reqd 9 57.2 0.0 0.0 +0.90D+E+0.90H 1 2.86 5.75 2.42 2.42 7.53 0.15 57.03 Vu<PhiVc/2 Not Reqd 9 57.0 0.0 0.0 +0.90D+E+0.90H 1 2.96 5.75 2.40 2.40 7,77 0.15 56.90 Vu<PhiVc/2 Not Reqd 9 56.9 0.0 0.0 +0.90D+E+0.90H 1 3.06 5.75 2.37 2.37 8.02 0.14 56.78 Vu<PhiVc/2 Not Reqd 9 56.8 0.0 0.0 +0.90D+E+0.90H 1 3.16 5.75 2.35 2.35 8.26 0.14 56.66 Vu<PhiVc/2 Not Reqd 9 56.7 0.0 0.0 +0.90D+E+0.90H 1 3,27 5.75 2.32 2.32 8.50 0.13 56.55 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 +0.90D+E+0.90H 1 3.37 5.75 2.29 2.29 8,73 0.13 56.45 Vu<PhiVc/2 Not Reqd 9 56.5 0.0 0.0 +0.90D+E+0.90H 1 3.47 5.75 2.27 2.27 8.96 0.12 56.35 Vu<PhiVc/2 Not Reqd 9 56.4 0.0 0.0 +0.90D+E+0.90H 1 3.57 5.75 2.24 2.24 919 0.12 56.26 Vu<PhiVc/2 Not Reqd 9 56.3 0.0 0.0 +0.90D+E+0.90H 1 3.67 5.75 2.21 2.21 9,42 0.11 5617 Vu<PhiVc/2 Not Reqd 9 56.2 0.0 0.0 +0 90D+E+0.90H 1 3.78 5.75 2.18 2.18 9.64 0.11 5609 Vu<PhiVc/2 Not Reqd 9 56.1 0.0 0.0 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: Pdnted 3 OCT 2017.11 59AM Fife=WaspeMetwk 6t siPROJECTS18000-8-118163-D-11171002-118163•P-1.ECE Concrete Beam ENERCAM ING 1983.2017.Build:10.17:8.28.Ver.10.17.8.A KW-06011301 Description: PANEL 24-STRIP Detailed Shear Information Span Distance V Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi"Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k ft) (k) (k) (k) Recrd Suggest +0.90D+E+0.90H 1 9.39 5.75 0.40 0.40 16.89 0.01 54,09 Vu<PhiVc/2 Not Reqd 9 54.1 0.0 0.0 +0.90D+E+0.90H 1 9.49 5.75 0.37 0.37 16.93 0.01 54.07 Vu<PhiVc/2 Not Reqd 9 54.1 0.0 0.0 +0.90D+E+0.90H 1 9.59 5.75 0.34 0.34 16.97 0.01 54.05 Vu<PhiVc/2 Not Reqd 9 54.1 0.0 0.0 +0.90D+E+0.90H 1 9.69 5.75 0.31 0.31 17.00 0.01 54.03 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.90D+E+0.90H 1 980 575 0.27 0.27 17.03 0.01 54.01 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.90D+E+0.90H 1 990 5.75 024 0.24 17.06 001 53.99 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.90D+E+0.90H 1 1000 5.75 021 0.21 17.08 0.01 53.98 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.90D+E+0.90H 1 1010 5.75 018 0.18 17.10 0.00 53.96 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.90D+E+0.90H 1 1020 575 014 014 17.11 0.00 53.94 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 0.0 +0.90D+E+0.90H 1 10.31 5-75 Oil 0.11 17.13 0.00 53.92 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 0.0 +0.90D+E+0.90H 1 10.41 575 0.08 0.08 17,14 0.00 53.90 Vu<PhiVc/2 Not Reqd 9 53-9 0.0 0.0 +0.90D+E+0.90H 1 10.51 5.75 005 0.05 17.14 0.00 53.88 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 0.0 +0.90D+E+0.90H 1 10.61 5.75 001 0.01 17.15 0.00 53.86 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 0.0 +0.90D+E+0.90H 1 10.71 5.75 -0 02 002 17.15 0.00 53.87 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 0.0 +0.90D+E+0.90H 1 10.82 5.75 -0 05 005 17.14 0.00 53.88 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 0.0 +0.90D+E+0.90H 1 10.92 5.75 -0 08 0.08 17.14 0.00 53.90 Vu<PhiVc/2 Not Reqd 9 53.9 00 0.0 +0.90D+E+0.90H 1 11.02 5.75 -0.11 0.11 17.13 0.00 53.92 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 0.0 +0.90D+E+0.90H 1 11 12 5.75 -0.15 0.15 17.11 0.00 53.94 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 0.0 +0.90D+E+0.90H 1 11.22 5.75 -0 18 0.18 1710 0.01 53.96 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.90D+E+0.90H 1 11.33 5.75 -0.21 0.21 17.08 0.01 53.98 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.90D+E+0.90H 1 11 43 5.75 -0.24 0.24 17.05 Hl 54.00 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.90D+E+0.90H 1 11,53 5.75 -0.28 0.28 17.03 0.01 54.02 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.90D+E+0.90H 1 11.63 5.75 -0.31 0.31 17.00 0.01 54.03 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.90D+E+0.90H 1 11.73 5.75 -0 34 0.34 16.96 0.01 54.05 Vu<PhiVc/2 Not Reqd 9 54.1 0.0 0.0 +0.90D+E+0.90H 1 11.84 5.75 -0.37 0.37 16.93 0.01 54.07 Vu<PhiVc/2 Not Reqd 9 541 0.0 0.0 +0.90D+E+0.90H 1 1194 5.75 -0.41 0A1 16.89 0.01 54.09 Vu<PhiVc/2 Not Reqd 9 54.1 0.0 0.0 +0.90D+E+0.90H 1 1204 575 -0.44 0.44 16.84 0.01 54.11 Vu<PhiVc/2 Not Reqd 9 541 0.0 0.0 +0.90D+E+0.90H 1 1214 575 -0.47 047 16.80 0.01 54.13 Vu<PhiVc/2 Not Reqd 9 54.1 0.0 0.0 +0.90D+E+0.90H 1 1224 5.75 -0.50 0.50 16.75 0.01 5415 Vu<PhiVc/2 Not Reqd 9 54.2 0.0 0.0 +0.90D+E+0.90H 1 1235 5.75 -0.54 0.54 16.70 0.02 54.17 Vu<PhiVc/2 Not Reqd 9 54.2 0.0 0.0 +0.90D+E+0.90H 1 12.45 5.75 -0.57 0.57 16.64 0.02 54.19 Vu<PhiVc/2 Not Reqd 9 54.2 0.0 0.0 +0.90D+E+0.90H 1 12.55 5.75 -0.60 0.60 16.58 0.02 54.21 Vu<PhiVc/2 Not Reqd 9 54.2 0.0 0.0 +0.90D+E+0.90H 1 12.65 5.75 -0.63 0.63 16.52 0.02 5423 Vu<PhiVc/2 Not Reqd 9 54.2 0.0 0.0 +0.90D+E+0.90H 1 12.76 5.75 -0.66 0.66 16.45 0,02 54.25 Vu<PhiVc/2 Not Reqd 9 54.3 0.0 0.0 +0.90D+E+0.90H 1 12.86 5.75 -0.70 0.70 16.38 0,02 54.28 Vu<PhiVc/2 Not Reqd 9 54.3 0.0 0.0 +0.90D+E+0.90H 1 12.96 5.75 -0.73 0.73 1631 0.02 54.30 Vu<PhiVc/2 Not Reqd 9 54.3 0.0 0.0 +0.90D+E+0 90H 1 13.06 5.75 -0.76 0.76 16.23 0.02 54.32 Vu<PhiVc/2 Not Reqd 9 54.3 0.0 0.0 +0.90D+E+0.90H 1 13 16 5.75 -0.79 0.79 16.15 0.02 54.34 Vu<PhiVc/2 Not Reqd 9 54.3 0.0 0.0 +0.90D+E+0.90H 1 13.27 5.75 -0.83 0.83 16.07 0,02 54.36 Vu<PhiVc/2 Not Reqd 9 544 0.0 0.0 +0.90D+E+0.90H 1 13.37 5.75 -0.86 0.86 15.98 0.03 54.39 Vu<PhiVc/2 Not Reqd 9 54A 0.0 0.0 +0.90D+E+0.90H 1 13.47 5.75 -0.89 0.89 15.90 0.03 54.41 Vu<PhiVc/2 Not Reqd 9 54.4 0.0 0.0 +0.90D+E+0.90H 1 13.57 5.75 -0.92 0.92 15.80 0.03 54.43 Vu<PhiVc/2 Not Reqd 9 54.4 0.0 0.0 +0.90D+E+0.90H 1 13.67 5.75 -0.96 0.96 15.71 0.03 54.46 Vu<PhiVc/2 Not Reqd 9 54.5 0.0 0.0 +0A0D+E+0.90H 1 13.78 5.75 -0.99 0.99 15.61 0.03 54.48 Vu<PhiVc/2 Not Reqd 9 54.5 0.0 0.0 +0.90D+E+0.90H 1 13.88 5.75 -1.02 102 15.51 0.03 5450 Vu<PhiVc/2 Not Reqd 9 54.5 0.0 0.0 +0.90D+E+0.90H 1 13.98 5.75 -1.05 1.05 15.40 0.03 54.53 Vu<PhiVc/2 Not Reqd 9 54.5 0.0 0.0 +0.90D+E+0.90H 1 14.08 515 -1.08 1,08 15.29 0.03 54.56 Vu<PhiVc/2 Not Reqd 9 54.6 0.0 0.0 +0.900+E+0.90H 1 14.18 5.75 -1.12 1.12 15 18 0.04 54.58 Vu<PhiVc/2 Not Reqd 9 54.6 0.0 0.0 +0.90D+E+0.90H 1 14.29 5.75 -1 15 1.15 1506 0.04 54.61 Vu<PhiVc/2 Not Reqd 9 54.6 0.0 0.0 +0.90D+E+0.90H 1 14.39 5.75 -1.18 1.18 1494 0.04 54.64 Vu<PhiVc/2 Not Reqd 9 54.6 0.0 0.0 +0.90D+E+0.90H 1 14.49 5.75 -1.21 1.21 14.82 0,04 54.66 Vu<PhiVc/2 Not Reqd 9 54.7 0.0 0.0 +0.90D+E+0.90H 1 14.59 5.75 -1.25 1.25 14.70 0.04 54.69 Vu<PhiVc/2 Not Reqd 9 54.7 0.0 0.0 +0.90D+E+0.90H 1 14.69 5.75 -1.28 1,28 14.57 0,04 5472 Vu<PhiVc/2 Not Reqd 9 547 0.0 0.0 +0.90D+E+0 90H 1 14.80 5.75 -1.31 1.31 1444 0.04 54.75 Vu<PhiVc/2 Not Reqd 9 54.8 0.0 0.0 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: Punted: 3 OCT 2017,11:59AM Fib=1Uespeemtwoak ffWPROJECrSt800Q8-118163.0-11171002-118163P-1 ECf. Concrete Beam ENERCALC,INC 19n2017.Swk1:1017.8.28,Ver.10.17.821 Licensee:Covington' Description: PANEL 24-STRIP Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +0.90D+E+0.90H 1 20.41 5.75 -3 09 309 2.09 0.71 68.47 Vu<PhiVc/2 Not Reqd 9 68.5 0.0 0.0 +0.90D+E+0.90H 1 20.51 5.75 -3 12 312 1,77 0.84 71.27 Vu<PhiVc/2 Not Reqd 9 71.3 0.0 0.0 +0.90D+E+0.90H 1 20.61 5.75 -315 315 1.45 1-00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0A0H 1 20.71 5.75 -319 3.19 1.13 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 20.82 5.75 -3 22 3.22 0.80 100 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 20.92 5.75 -325 3.25 0.47 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 21.02 5.75 -3.28 3.28 0.14 1.00 7448 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0 90H 1 21.12 5.75 -3.31 3.31 0.20 1,00 74.48 Vu<PhiVc/2 Not Reqd 9 745 0.0 0.0 +0.90D+E+0 90H 1 21.22 5.75 -3.35 3.35 0.54 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 745 0.0 0.0 +0.90D+E+0 90H 1 21.33 5.75 -3.38 3.38 088 100 74.48 Vu<PhiVc/2 Not Reqd 9 745 0.0 0.0 +0.90D+E+0.90H 1 21.43 5.75 -3.40 3.40 123 100 7448 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 21.53 5.75 -3.43 3.43 158 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 21.63 5.75 -3.46 3.46 193 0.86 71 59 Vu<PhiVc/2 Not Reqd 9 71.6 0.0 0.0 +0.90D+E+0.90H 1 21.73 5.75 -3.49 3.49 2.28 0.73 68.96 Vu<PhiVc/2 Not Reqd 9 69.0 0.0 0.0 +0.90D+E+0.90H 1 21.84 5.75 -3.51 3.51 2.64 0.64 67.01 Vu<PhiVc/2 Not Reqd 9 67.0 0.0 0.0 +0.900+E+0.90H 1 21.94 5.75 -3.54 3,54 3.00 0.57 65.51 Vu<PhiVc/2 Not Reqd 9 65.5 0.0 0.0 +0.90D+E+0.90H 1 22.04 5.75 -3.56 3.56 3.36 0.51 64.33 Vu<PhiVc/2 Not Reqd 9 64.3 0.0 0.0 +0.90D+E+0.90H 1 22.14 5.75 -3.59 3.59 3.73 0,46 63.37 Vu<PhiVc/2 Not Reqd 9 63.4 0-0 0.0 +0.90D+E+0A0H 1 22.24 5.75 -3.61 3.61 4.09 0.42 62.57 Vu<PhiVc/2 Not Reqd 9 62.6 0.0 0,0 +0.90D+E+0.90H 1 22,35 5.75 -3.63 3.63 4.46 0.39 61.90 Vu<PhiVc/2 Not Reqd 9 61.9 00 0,0 +0.90D+E+0.90H 1 22.45 5.75 -3.65 3.65 4.84 036 61.32 Vu<PhiVc/2 Not Reqd 9 61.3 0.0 0.0 +0.90D+E+0.90H 1 22.55 5.75 -3.67 3.67 521 0.34 60.82 Vu<PhiVc/2 Not Reqd 9 60.8 0.0 0.0 +0.90D+E+0.90H 1 22.65 5.75 -3.69 369 5-58 0.32 60.39 Vu<PhiVc/2 Not Reqd 9 604 0.0 0.0 +0.90D+E+0.90H 1 22.76 5.75 -3.71 3.71 5.96 0.30 60.01 Vu<PhiVc/2 Not Reqd 9 60.0 0.0 0.0 +0.90D+E+0.90H 1 22.86 5.75 -3.73 3.73 6.34 0.28 59.66 Vu<PhiVc/2 Not Reqd 9 59.7 0.0 0.0 +0.90D+E+0.90H 1 22.96 5.75 -3.75 3.75 672 0.27 59.36 Vu<PhiVc/2 Not Reqd 9 59.4 0.0 0.0 +0.90D+E+0.90H 1 2306 5.75 -3.76 3.76 7.11 025 59.09 Vu<PhiVc/2 Not Reqd 9 59.1 0.0 0.0 +0.90D+E+0.90H 1 2316 5.75 -3.78 3.78 749 0.24 58.84 Vu<PhiVc/2 Not Reqd 9 588 0.0 0.0 +0.90D+E+0.90H 1 2327 5.75 -3.79 379 788 0.23 58.61 Vu<PhiVc/2 Not Reqd 9 58.6 0.0 0.0 +0.90D+E+0.90H 1 23.37 5.75 -3.80 3.80 8.26 0.22 58.40 Vu<PhiVc/2 Not Reqd 9 58.4 0.0 0.0 +0.90D+E+0.90H 1 23.47 5.75 -3.82 3.82 8.65 0.21 58.21 Vu<PhiVc/2 Not Reqd 9 58.2 0.0 0.0 +0.90D+E+0 90H 1 23.57 5.75 -3.83 3.83 9.04 0.20 58.04 Vu<PhiVc/2 Not Reqd 9 58.0 0.0 0.0 +0.90D+E+0.90H 1 23.67 5.75 -3.84 3.84 9.43 0.20 57.88 Vu<PhiVc/2 Not Reqd 9 57.9 0.0 0.0 +0 90D+E+0 90H 1 23.78 5.75 -3.85 3.85 9.83 0.19 57,73 Vu<PhiVc/2 Not Reqd 9 57.7 0.0 0.0 +0.90D+E+0 90H 1 23.88 5.75 -3.86 3.86 10.22 018 57.59 Vu<PhiVc/2 Not Reqd 9 57.6 0.0 0.0 +0.90D+E+0 90H 1 23.98 575 -3.87 3.87 10.61 0 17 57.46 Vu<PhiVc/2 Not Reqd 9 57.5 0.0 0.0 +0.90D+E+0 90H 1 24.08 575 -3.88 3.88 11.01 017 57.33 Vu<PhiVc/2 Not Reqd 9 57.3 0.0 0.0 +0.90D+E+0.90H 1 24.18 575 -3.88 3.88 11.41 0.16 57.22 Vu<PhiVc/2 Not Reqd 9 57.2 0.0 00 +0.90D+E+0.90H 1 24.29 575 -3.89 3.89 11.80 0-16 5711 Vu<PhiVc/2 Not Reqd 9 57.1 0.0 0.0 +0.90D+E+0.90H 1 24.39 575 -3.90 3.90 12.20 015 57.01 Vu<PhiVc/2 Not Reqd 9 57.0 00 0.0 +0.90D+E+0.90H 1 24.49 5.75 -3.90 3.90 12.60 015 56.91 Vu<PhiVc/2 Not Reqd 9 56.9 0.0 0.0 +0.90D+E+0.90H 1 24.59 5.75 -3.90 3.90 13.00 0.14 56.82 Vu<PhiVc/2 Not Reqd 9 56.8 0.0 0.0 +0.90D+E+0.90H 1 24.69 5.75 -3.91 3.91 13.39 0.14 56.74 Vu<PhiVc/2 Not Reqd 9 56.7 0.0 0.0 +0.90D+E+0.90H 1 24.80 5.75 -3.91 3.91 13.79 0.14 56.66 Vu<PhiVc/2 Not Reqd 9 567 0.0 0.0 +0.90D+E+0.90H 1 24.90 5.75 -3.91 3.91 14.19 0.13 .56.58 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 +0.90D+E+0.90H 2 25.00 5.75 3.96 3.96 14.59 0.13 56.53 Vu<PhiVc/2 Not Reqd 9 56.5 0.0 0.0 +0.90D+E+0 90H 2 25-02 5.75 3.95 3.95 14.52 013 56.54 Vu<PhiVc/2 Not Reqd 9 56.5 0.0 0.0 +0.90D+E+0 90H 2 25.04 5.75 3.94 3.94 14.45 013 56.55 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 +0.90D+E+0 90H 2 25.06 5.75 3.94 3,94 14.37 013 56.56 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 +0.90D+E+0 90H 2 25.07 5.75 3.93 3.93 14.30 0.13 56.57 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 +0.90D+E+0.90H 2 25.09 5.75 3.93 3.93 14.23 0.13 56.58 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 +0.90D+E+0.90H 2 25.11 5.75 3.92 3.92 14.16 013 56.59 Vu<PhiVc/2 Not Reqd 9 56.6 &0 0.0 +0.90D+E+0.90H 2 25.13 5.75 3.91 3.91 14.08 0,13 56.60 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 +0.90D+E+0.90H 2 2515 5.75 3.91 3-91 14.01 0.13 56.61 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 i STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer, Project ID: SDA#8163 Protect Descr: Printed: 3 OCT 2017.11:59AM Fib=11JasperUle wrk fibslPROJECiS18000-8-118183-0-11171002-118163-P-1 EaConcrete Beam ENERCALC,INC.i983-2017,But 1017.8.28,Vec 10.17.8.2! KW-06011301 Licensee:Covington Description: PANEL 24-STRIP Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi"Vc Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +0.90D+E+0.90H 2 26.16 5,75 3.59 3.59 1023 017 57.32 Vu<PhiVc/2 Not Reqd 9 57.3 0.0 0.0 +0.90D+E+0.90H 2 26.18 5.75 3.58 3.58 10.16 0.17 57.34 Vu<PhiVc/2 Not Reqd 9 57.3 0.0 &0 +0.90D+E+0.90H 2 26.19 5.75 3.58 3.58 10.09 0.17 57.36 Vu<PhiVc/2 Not Reqd 9 57.4 0.0 0.0 +0 90D+E+0.90H 2 26.21 5.75 3.57 3.57 10.03 0.17 57.37 Vu<PhiVc/2 Not Reqd 9 57.4 0.0 00 +0.90D+E+0,90H 2 26.23 5.75 3.57 3.57 9.96 0.17 57.39 Vu<PhiVc/2 Not Reqd 9 57.4 0.0 0.0 +0.90D+E+0.90H 2 26.25 5.75 3.56 3.56 9.90 0,17 57.41 Vu<PhiVc/2 Not Reqd 9 57.4 0.0 0.0 +0.90D+E+0.90H 2 26.27 5.75 3.55 3.55 9.83 0.17 57.43 Vu<PhiVc/2 Not Reqd 9 574 0.0 0.0 +0.90D+E+0.90H 2 26.29 5,75 3.55 3,55 9,77 0.17 57.45 Vu<PhiVc/2 Not Reqd 9 57.4 0.0 0.0 +0.90D+E+0.90H 2 26.30 5.75 354 3,54 9.70 0.17 5746 Vu<PhiVc/2 Not Reqd 9 57.5 0.0 0.0 +0.90D+E+0.90H 2 26.32 5.75 3.54 3.54 9.64 0.18 5T48 Vu<PhiVc/2 Not Reqd 9 575 0.0 0.0 +0.90D+E+0.90H 2 26.34 5.75 3.53 3.53 9.57 018 5750 Vu<PhiVc/2 Not Reqd 9 57.5 0.0 0.0 +0.90D+E+0.90H 2 26.36 5.75 3.53 3.53 9,51 018 57.52 Vu<PhiVc/2 Not Reqd 9 57.5 0.0 0.0 +0.90D+E+0.90H 2 26.38 5.75 3.52 3.52 9.44 0.18 57.54 Vu<PhiVc/2 Not Reqd 9 57.5 0.0 0.0 +0.90D+E+0.90H 2 26.40 5.75 3.51 3,51 9.38 0.18 57.56 Vu<PhiVc/2 Not Reqd 9 57.6 0.0 0.0 +0.90D+E+0.90H 2 26.41 5.75 3.51 3.51 9.31 0.18 57.58 Vu<PhiVc/2 Not Reqd 9 57.6 0.0 0.0 +0.90D+E+0.90H 2 26.43 5.75 3.50 3.50 9.25 0.18 57.60 Vu<PhiVc/2 Not Reqd 9 57.6 0.0 0.0 +0,90D+E+0.90H 2 26.45 5.75 3.50 3.50 9.18 0,18 5762 Vu<PhiVc/2 Not Reqd 9 57.6 0.0 0.0 +0.90D+E+0.90H 2 26.47 5.75 3.49 349 912 0,18 57,64 Vu<PhiVc/2 Not Reqd 9 57.6 0.0 0.0 +0.90D+E+0.90H 2 26.49 5.75 3.48 348 9.06 0,18 57.66 Vu<PhiVc/2 Not Reqd 9 577 0.0 0.0 +0.90D+E+0.90H 2 26.51 5.75 3.48 348 8,99 0.19 57.68 Vu<PhiVc/2 Not Reqd 9 57.7 0.0 0.0 +0.90D+E+0.90H 2 26.52 5.75 3.47 347 8.93 0.19 5770 Vu<PhiVc/2 Not Reqd 9 57.7 0.0 H +0.90D+E+0.90H 2 26.54 5.75 347 3.47 8.86 0,19 57.72 Vu<PhiVc/2 Not Reqd 9 57.7 0.0 0.0 +0.90D+E+0.90H 2 26.56 5.75 3.46 3,46 8.80 0.19 57.74 Vu<PhiVc/2 Not Reqd 9 57.7 0.0 0.0 +0.90D+E+0.90H 2 26.58 5.75 3.46 346 8.74 0.19 5776 Vu<PhiVc/2 Not Reqd 9 57.8 0.0 0.0 +0,90D+E+0.90H 2 26.60 5.75 3.45 3.45 8.67 0.19 5778 Vu<PhiVc/2 Not Reqd 9 57.8 0.0 0.0 +0.90D+E+0.90H 2 26.62 5.75 3.44 3.44 8.61 0.19 57.81 Vu<PhiVc/2 Not Reqd 9 57.8 0.0 0.0 +0.90D+E+0.90H 2 26.63 5.75 3.44 3.44 8.55 0.19 57.83 Vu<PhiVc/2 Not Reqd 9 57.8 0.0 0.0 +0.90D+E+0.90H 2 26.65 5.75 3.43 3.43 8.48 0.19 57.85 Vu<PhiVc/2 Not Reqd 9 57.9 0.0 0.0 +0.90D+E+0.90H 2 26.67 5.75 3.43 3.43 8.42 0,19 57.88 Vu<PhiVc/2 Not Reqd 9 579 0.0 0.0 +0.90D+E+0.90H 2 26.69 5.75 3.42 3.42 8,36 0.20 57.90 Vu<PhiVc/2 Not Reqd 9 57.9 0.0 0.0 +0.90D+E+0.90H 2 26.71 5.75 3.41 3.41 830 0.20 57.92 Vu<PhiVc/2 Not Reqd 9 57.9 0.0 0.0 +0.90D+E+0.90H 2 26.73 5.75 3.41 3.41 8.23 0.20 57.95 Vu<PhiVc/2 Not Reqd 9 5T9 0.0 0.0 +0.90D+E+0.90H 2 26.74 5.75 3.40 3.40 8.17 0.20 57.97 Vu<PhiVc/2 Not Reqd 9 58.0 0.0 0.0 +0.90D+E+0.90H 2 26.76 5.75 3.40 3.40 8.11 0.20 58.00 Vu<PhiVc/2 Not Reqd 9 58.0 0.0 0.0 +0.90D+E+0.90H 2 26.78 5.75 3.39 3.39 8.05 0.20 58.02 Vu<PhiVc/2 Not Reqd 9 58.0 0.0 0.0 +0.90D+E+0.90H 2 26.80 5.75 3.39 3.39 7,98 0.20 58,05 Vu<PhiVc/2 Not Reqd 9 58.0 0.0 0.0 +0.90D+E+0.90H 2 26.82 5.75 3.38 3.38 7.92 0.20 5807 Vu<PhiVc/2 Not Reqd 9 58.1 0.0 0.0 +0.90D+E+0.90H 2 26.84 5.75 3.37 3.37 786 0.21 58.10 Vu<PhiVc/2 Not Reqd 9 58.1 0.0 0.0 +0.90D+E+0.90H 2 26.86 5.75 3.37 3.37 T80 0.21 58.12 Vu<PhiVc/2 Not Reqd 9 58.1 0.0 0.0 +0.90D+E+0.90H 2 26.87 5.75 3.36 3.36 7.74 0.21 58.15 Vu<PhiVc/2 Not Reqd 9 58.2 0.0 0.0 +0.90D+E+0.90H 2 26.89 5.75 3.36 3.36 7.67 0.21 58.18 Vu<PhiVc/2 Not Reqd 9 58.2 0.0 0.0 +0.90D+E+0.90H 2 26.91 5.75 3.35 3.35 761 0.21 58.20 Vu<PhiVc/2 Not Reqd 9 58.2 0.0 0.0 +0.90D+E+0.90H 2 26.93 5.75 3.34 3.34 7.55 0.21 58.23 Vu<PhiVc/2 Not Reqd 9 58.2 0.0 0.0 +0.90D+E+0.90H 2 26.95 5.75 3.34 3.34 749 0.21 58.26 Vu<PhiVc/2 Not Reqd 9 58.3 0.0 0.0 +0.90D+E+0.90H 2 26.97 5.75 3.33 3.33 7.43 0.21 58.29 Vu<PhiVc/2 Not Reqd 9 58.3 0.0 0.0 +0.90D+E+0.90H 2 26.98 5.75 3.33 3.33 7.37 0.22 58.32 Vu<PhiVc/2 Not Reqd 9 58.3 00 0.0 +0.90D+E+0.90H 2 27.00 5.75 3.32 3.32 7.31 0.22 58.35 Vu<PhiVc/2 Not Reqd 9 58.3 0.0 0.0 +0.90D+E+0.90H 2 27.02 5.75 3.32 3.32 7.25 0.22 58.38 Vu<PhiVc/2 Not Reqd 9 58.4 00 00 +0.90D+E+0.90H 2 27.04 5.75 3.31 331 718 0.22 58.41 Vu<PhiVc/2 Not Reqd 9 58.4 0.0 00 +0.90D+E+0.901-1 2 27.06 5.75 3.30 3.30 7.12 0.22 5844 Vu<PhiVc/2 Not Reqd 9 58.4 0.0 00 +0.90D+E+0.90H 2 27.08 5.75 3.30 3.30 7,06 0.22 5847 Vu<PhiVc/2 Not Reqd 9 58.5 00 0.0 +0.90D+E+0.90H 2 27.09 5.75 3.29 3.29 7.00 0.23 58.50 Vu<PhiVc/2 Not Reqd 9 585 00 00 +0.90D+E+0.90H 2 27.11 5.75 3.29 3.29 6.94 0.23 58.53 Vu<PhiVc/2 Not Reqd 9 585 00 00 +0.90D+E+0.90H 2 27.13 5.75 128 3.28 6,88 0.23 58.57 Vu<PhiVc/2 Not Reqd 9 586 00 00 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr. yz Panted: 3 OCT 2017,11:59AM Fla=11JesM%vtwork rikslPROJECTS18000.8-118163-D-11171002-118163P-1 ECE Concrete Beam ENERCALC INC 1983-2017,Buft 10.17.8.28,Vec10.17821 KW-06011301 Licensee:Covington Description: PANEL 24-STRIP Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number A (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest .�900+E 2 2814 575 296 2.96 3.73 0.38 61.70 Vu<PhiVc/2 Not Reqd 9 617 0.0 00 +0.90D+E+0.90H 2 28.16 5.75 295 295 3.67 0.39 61.80 Vu<PhiVc/2 Not Reqd 9 61.8 0.0 0.0 +0.90D+E+0.90H 2 28.18 5.75 295 295 3.62 0.39 61.90 Vu<PhiVc/2 Not Reqd 9 61.9 0.0 0.0 +0.90D+E+0.90H 2 28.20 5.75 294 2.94 3.57 0.40 62.01 Vu<PhiVc/2 Not Reqd 9 62.0 0.0 0.0 +0.90D+E+0.90H 2 28.21 5.75 294 294 3.51 0.40 6212 Vu<PhiVc/2 Not Reqd 9 62.1 0.0 0.0 +0.90D+E+0.90H 2 2823 5.75 293 2-93 3.46 0.41 62.23 Vu<PhiVc/2 Not Reqd 9 62.2 0.0 0.0 +0.90D+E+0.90H 2 28.25 5.75 2.93 2.93 3,40 0.41 62.35 Vu<PhiVc/2 Not Reqd 9 62.3 0.0 0.0 +0.90D+E+0.90H 2 28.27 5.75 2.92 2.92 3.35 0.42 62.47 Vu<PhiVc/2 Not Reqd 9 62.5 0.0 0.0 +0.90D+E+0.90H 2 28.29 5.75 2.91 291 3.30 042 62.59 Vu<PhiVc/2 Not Reqd 9 62.6 0.0 0.0 +0 90D+E+0.90H 2 28.31 5.75 2.91 2.91 324 043 62.71 Vu<PhiVc/2 Not Reqd 9 62.7 0.0 0.0 +0.90D+E+0.90H 2 28.32 5.75 2.90 2.90 319 0.44 62.84 Vu<PhiVc/2 Not Reqd 9 62.8 0.0 0.0 +0.90D+E+0.90H 2 28.34 5.75 2.90 2.90 314 0.44 62.98 Vu<PhiVc/2 Not Reqd 9 63-0 00 0.0 +0.90D+E+0.90H 2 28.36 5.75 2.89 289 3.08 045 63.12 Vu<PhiVc/2 Not Reqd 9 63 1 0-0 0.0 +0.90D+E+0.90H 2 28.38 5.75 2.88 2.88 3.03 0.46 63.26 Vu<PhiVc/2 Not Reqd 9 63.3 0.0 0.0 +0.90D+E+0.90H 2 28.40 5.75 2.88 288 2.98 046 63.41 Vu<PhiVc/2 Not Reqd 9 63.4 0.0 0.0 +0.90D+E+0.90H 2 28.42 5.75 287 287 293 0.47 63.56 Vu<PhiVc/2 Not Reqd 9 63.6 0.0 0.0 +0.90D+E+0.90H 2 28.43 5.75 2.87 287 2.87 0.48 63,72 Vu<PhiVc/2 Not Reqd 9 637 0.0 0.0 +0.90D+E+0.90H 2 28.45 5.75 2.86 286 2,82 0.49 63.88 Vu<PhiVc/2 Not Reqd 9 63.9 0.0 0.0 +0.90D+E+0.90H 2 28.47 5.75 2.86 286 2,77 0.49 64.05 Vu<PhiVc/2 Not Reqd 9 64.1 0.0 0.0 +0.90D+E+0.90H 2 28.49 5.75 2.85 285 2.72 0.50 64.23 Vu<PhiVc/2 Not Reqd 9 64.2 0.0 0.0 +0.90D+E+0.90H 2 28,51 5.75 2.84 284 2.66 0.51 64.41 Vu<PhiVc/2 Not Reqd 9 64.4 0.0 0.0 +0.90D+E+0.90H 2 28.53 5.75 284 2.84 2.61 0.52 64.60 Vu<PhiVc/2 Not Reqd 9 64.6 0.0 0.0 +0.90D+E+0.90H 2 28.54 5.75 2,83 2.83 2.56 0.53 64.80 Vu<PhiVc/2 Not Reqd 9 64.8 0.0 0.0 +0.90D+E+0.90H 2 28.56 5.75 283 2.83 2.51 0.54 65,00 Vu<PhiVc/2 Not Reqd 9 65.0 0.0 0.0 +0.90D+E+0.90H 2 28.58 5.75 2.82 2.82 2.45 0.55 6521 Vu<PhiVc/2 Not Reqd 9 65.2 0.0 0.0 +0.90D+E+0.90H 2 28.60 5.75 2.82 2.82 2.40 0.56 65.43 Vu<PhiVc/2 Not Reqd 9 65.4 0.0 0.0 +0.90D+E+0.90H 2 28.62 5.75 2.81 2.81 2.35 0.57 65.66 Vu<PhiVc/2 Not Reqd 9 657 0.0 0.0 +0.90D+E+0.90H 2 28.64 5.75 2.80 2.80 2.30 0.58 65.90 Vu<PhiVc/2 Not Reqd 9 65.9 0.0 0.0 +0.90D+E+0.90H 2 28.66 5.75 2.80 2.80 2.25 0.60 6615 Vu<PhiVc/2 Not Reqd 9 66.2 0.0 0.0 +0.90D+E+0.90H 2 28.67 5.75 2.79 2.79 2.20 0.61 66,41 Vu<PhiVc/2 Not Reqd 9 66.4 0.0 0.0 +0.90D+E+0.90H 2 28.69 5.75 2.79 2.79 2.15 0.62 6669 Vu<PhiVc/2 Not Reqd 9 667 0.0 00 +0 90D+E+0.90H 2 28.71 5.75 2.78 2.78 2.09 0.64 66.97 Vu<PhiVc/2 Not Reqd 9 67.0 0.0 00 +0.90D+E+0.90H 2 28.73 5.75 2.77 2.77 2.04 0.65 67.27 Vu<PhiVc/2 Not Reqd 9 67.3 0.0 00 +0.90D+E+0.90H 2 2875 5.75 2.77 2.77 199 0.67 67.58 Vu<PhiVc/2 Not Reqd 9 67.6 00 00 +0.90D+E+0.90H 2 28.77 5.75 2.76 2,76 194 0.68 67.91 Vu<PhiVc/2 Not Reqd 9 67.9 0.0 0.0 +0.90D+E+0.90H 2 28.78 5.75 2.76 2.76 1.89 0.70 68.26 Vu<PhiVc/2 Not Reqd 9 68.3 0.0 0.0 +0.90D+E+0.90H 2 28.80 5.75 2.75 2.75 1.84 0,72 68.62 Vu<PhiVc/2 Not Reqd 9 68-6 0.0 0.0 +0 90D+E+0.90H 2 28.82 5.75 2.75 2.75 1.79 0.73 69.01 Vu<PhiVc/2 Not Reqd 9 69.0 0.0 0.0 +0.90D+E+0.90H 2 28.84 5.75 2.74 2.74 1.74 0.75 69.41 Vu<PhiVc/2 Not Reqd 9 69.4 0.0 0.0 +0.90D+E+0.90H 2 2886 5.75 2.73 2.73 1.69 0.78 69.84 Vu<PhiVc/2 Not Reqd 9 69.8 0.0 0.0 +0.90D+E+0.90H 2 28.88 5.75 2.73 2.73 1.64 0.80 70.30 Vu<PhiVc/2 Not Reqd 9 70.3 0.0 0.0 +0.90D+E+0.90H 2 2889 5.75 2.72 2.72 159 0.82 70.78 Vu<PhiVc/2 Not Reqd 9 70.8 00 0.0 +0.90D+E+0.90H 2 2891 5.75 2.72 2.72 1.54 0.85 7129 Vu<PhiVc/2 Not Reqd 9 71.3 0.0 0.0 +0 90D+E+0.90H 2 2893 5.75 2.71 2.71 1.49 0.87 71.83 Vu<PhiVc/2 Not Reqd 9 71.8 0.0 0.0 +0.90D+E+0.901-1 2 28.95 5.75 2.70 2.70 1.44 0.90 72.42 Vu<PhiVc/2 Not Reqd 9 72.4 0.0 0.0 +0.90D+E+0 90H 2 28.97 5.75 2.70 2.70 1.39 0.93 73.04 Vu<PhiVc/2 Not Reqd 9 73.0 0.0 0.0 +0.90D+E+0 90H 2 28.99 5.75 2.69 2.69 1.34 0.96 7370 Vu<PhiVc/2 Not Reqd 9 73.7 0.0 0.0 +0.90D+E+0.90H 2 29.00 5.75 269 2.69 129 1.00 7442 Vu<PhiVc/2 Not Reqd 9 74.4 0.0 0.0 +0.90D+E+0 90H 2 29.02 575 2.68 2.68 1.24 1.00 7448 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 2 29.04 5.75 2.68 2.68 1.19 1.00 7448 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 2 29.06 5.75 2.67 2.67 1.14 1.00 7448 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 2 29.08 5.75 2.66 2.66 109 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 2 29.10 575 2.66 2.66 1.05 1,00 7448 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 2 29.11 5.75 2.65 2.65 1.00 1.00 7448 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer, Project ID: SDA#8163 Project Descr. �4 Printed 3 OCT 2017 11:59AM File=lWaspeArietmrk GlesrPROJECTS10.8-118163.0-11171002-118163-P-1 E? Concrete Beam 800ENERCALC,INC 1983-2017 Budd 10 17 8.28,Ver 10,IT8 2t KW-06011301 Licensee:Covington Description: PANEL 24-STRIP Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio Span#1 1 25.000 17.15 15.14 1.13 Span#2 2 4.500 -14.59 15A 4 0.96 Overall Maximum Deflections Load Combination Span Max.`2 Deft Location in Span Load Combination Max."+"Defl Location in Span E Only 1 0.1430 11,786 E Only -0,0007 25.064 2 0.0000 11 786 E Only -0,0356 4.500 i STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: 6 Pnnted: 3 OCT 2017.12:16PNI file=IWasperNetwak fifeslPROJECTS18000-8-118163-0-11171002-1{8163P-t.ECE Concrete Beam ENERCALC,INC.1983.2017,8uiId:10.17.8.28.Ver:10178.2f Covington Description: PANEL 24-STRIP Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 +D+ . 0L+0. S+H +D+0.60W+H 1.646 4.719 +D+0.70E+H 1.920 5.506 +D+0.750Lr+0.750L+0.450W+H 1.234 3.540 +D+0.7501-+0.750S+0.450W+H 1.234 3.540 +D+0.750L+0.750S+0.5250E+H 1.440 4.129 +0.60D+0.60W+0.60H 1.646 4.719 +0.60D+0.70E+0.60H 1.920 5.506 D Only Lr Only L Only S Only W Only 2.743 7.866 E Only 2 743 7 866 H Only Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (R) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +0 90D+E+0 9011 1 0.00 5.75 274 274 000 1.00 7448 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0 90D+E+0.90H 1 0A 0 5.75 274 2.74 0.28 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 745 0.0 0.0 +0.90D+E+0.90H 1 020 575 274 274 0.56 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 0.31 5.75 274 274 0.84 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 0.41 5.75 2.74 274 1.12 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0-90H 1 0.51 5.75 2.73 2.73 1.40 0.94 73.18 Vu<PhiVc/2 Not Reqd 9 73.2 0.0 0.0 +0.90D+E+0.90H 1 0.61 5.75 2.73 2.73 1.68 0.78 69.94 Vu<PhiVc/2 Not Reqd 9 699 0.0 0.0 +0.90D+E+0.90H 1 0.71 5.75 272 2.72 1.95 0.67 67.62 Vu<PhiVc/2 Not Reqd 9 67.6 0.0 0.0 +0.90D+E+0.90H 1 0.82 5.75 2.72 2.72 2.23 0,58 65.88 Vu<PhiVc/2 Not Reqd 9 65.9 0.0 0.0 +0.90D+E+0.90H 1 0.92 5.75 2.71 2.71 2.51 0.52 64.53 Vu<PhiVc/2 Not Reqd 9 64.5 0.0 00 +0.90D+E+0.90H 1 1.02 5.75 2.70 2.70 2.78 0.46 63.44 Vu<PhiVc/2 Not Reqd 9 63.4 0.0 00 +0.90D+E+0.90H 1 1 12 5.75 2.69 2.69 3.06 0.42 62.55 Vu<PhiVc/2 Not Reqd 9 62.6 0.0 00 +0.90D+E+0.90H 1 122 575 2.68 2.68 3.33 0.39 61.81 Vu<PhiVc/2 Not Regd 9 61,8 0.0 00 +0.90D+E+0.90H 1 1.33 5.75 2.67 2.67 3.61 0.36 61.18 Vu<PhiVc/2 Not Reqd 9 61.2 0.0 0.0 +0.90D+E+0.90H 1 1 43 5.75 2.66 2.66 3.88 033 60.64 Vu<PhiVc/2 Not Regd 9 60.6 0.0 0.0 +0.90D+E+0.90H 1 153 5.75 2.65 2.65 4.15 0.31 60.16 Vu<PhiVc/2 Not Reqd 9 60,2 0.0 0.0 +0.90D+E+0.90H 1 163 575 2.64 2.64 4,42 0.29 59.75 Vu<PhiVc/2 Not Reqd 9 59.8 0.0 0.0 +0.90D+E+0.90H 1 1.73 5.75 262 2.62 4.69 0.27 59.38 Vu<PhiVc/2 Not Reqd 9 59A 0.0 0.0 +0.90D+E+0.90H 1 1.84 5.75 2.61 2.61 4.96 0.25 59.06 Vu<PhiVc/2 Not Reqd 9 59.1 0.0 0.0 +0.90D+E+0 90H 1 1.94 5.75 2.59 2.59 5.22 0.24 5876 Vu<PhiVc/2 Not Reqd 9 58.8 00 0.0 +0.90D+E+0.90H 1 2.04 5.75 2.58 2.58 5.49 0.23 58.50 Vu<PhiVc/2 Not Reqd 9 58.5 0.0 0.0 +0.90D+E+0.90H 1 2.14 5.75 2.56 2.56 5.75 0.21 58.26 Vu<PhiVc/2 Not Reqd 9 58.3 00 0.0 +0.90D+E+0.90H 1 2.24 5.75 2.54 2.54 6.01 0.20 58.04 Vu<PhiVc/2 Not Reqd 9 58.0 00 0.0 +0.90D+E+0.90H 1 2.35 5.75 2.52 2.52 6.27 0.19 57.84 Vu<PhiVc/2 Not Reqd 9 57.8 00 0.0 +0.90D+E+0.90H 1 2.45 5,75 2.51 2.51 6.52 0.18 57.65 Vu<PhiVc/2 Not Reqd 9 57.7 0.0 0.0 +0.90D+E+0.90H 1 2.55 5.75 2.49 2.49 678 0.18 57.48 Vu<PhiVc/2 Not Reqd 9 57.5 0.0 0.0 +0.90D+E+0.90H 1 2.65 5.75 2.46 2.46 7.03 0.17 57.32 Vu<PhiVc/2 Not Reqd 9 57.3 0.0 0.0 +0.90D+E+0.90H 1 2.76 5.75 2.44 2.44 728 0.16 5717 Vu<PhiVc/2 Not Reqd 9 57.2 0.0 0.0 +0 90D+E+0.90H 1 2.86 5.75 2.42 2.42 7.53 0.15 57.03 Vu<PhiVc/2 Not Reqd 9 570 0.0 0.0 +0.90D+E+0.90H 1 2.96 5.75 2.40 2.40 777 0.15 56.90 Vu<PhiVc/2 Not Reqd 9 56.9 0.0 0.0 +0.90D+E+0.90H 1 3.06 5.75 2.37 2.37 8.02 0.14 5678 Vu<PhiVc/2 Not Reqd 9 56.8 0.0 0.0 +0.90D+E+0.90H 1 3.16 5.75 2.35 2.35 8.26 0.14 56.66 Vu<PhiVc/2 Not Reqd 9 56.7 0.0 0.0 +0 90D+E+0.90H 1 3.27 5.75 2.32 2.32 8.50 0.13 56.55 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 +0.90D+E+0.90H 1 3.37 5.75 2.29 2.29 8.73 0.13 56.45 Vu<PhiVc/2 Not Reqd 9 56.5 0.0 0.0 +0 90D+E+0.90H 1 3.47 5.75 2,27 2.27 8.96 0.12 56.35 Vu<PhiVc/2 Not Reqd 9 56.4 0.0 0.0 +0 90D+E+0.90H 1 357 575 2.24 2.24 919 0.12 56.26 Vu<PhiVc/2 Not Reqd 9 56.3 0.0 0.0 +0 90D+E+0.90H 1 367 5.75 2.21 2,21 9.42 0.11 5617 Vu<PhiVc/2 Not Reqd 9 56.2 0.0 0.0 +0.90D+E+0.90H 1 378 5.75 2.18 2.18 9.64 0.11 56.09 Vu<PhiVc/2 Not Reqd 9 561 0.0 0.0 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr: Pnnled: 3 OCT 2017,12:16PM File-Wasperinetnnrk filesTROJECTS18000-8-118163-D-11171001-A8163 P-1I.ECE Concrete Beam ENERCALC.INC 1983-2017.Buid.1017828.Ver1017.821 Description: PANEL 24-STRIP Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi"Vc Comment Phi"Vs Phi"Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +0.900+E+0.901-1 1 9.39 5.75 0.40 0,40 16.89 0.01 54.09 Vu<PhiVc/2 Not Reqd 9 54-1 0.0 0.0 +0.90D+E+0.90H 1 9.49 5.75 037 0.37 16.93 0.01 54.07 Vu<PhiVc/2 Not Reqd 9 54.1 0.0 0.0 +0,90D+E+0.90H 1 9.59 5.75 0.34 0.34 16.97 0.01 54.05 Vu<PhiVc/2 Not Reqd 9 54.1 0.0 0.0 +0,90D+E+0 90H 1 9.69 5.75 0.31 0,31 17.00 0.01 54.03 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.900+E+0 90H 1 9.80 5.75 0.27 027 17.03 0.01 54.01 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.90D+E+0.90H 1 9.90 5.75 0.24 024 1706 0.01 53.99 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0,900+E+0.90H 1 10.00 5.75 0.21 021 17.08 0.01 53.98 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.90D+E+0.90H 1 10.10 5.75 0.18 018 17.10 0.00 53.96 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.90D+E+0.90H 1 10.20 5.75 014 0 14 17.11 0.00 53.94 Vu<PhiVc/2 Not Reqd 9 539 0.0 0.0 +0.90D+E+0.90H 1 10.31 5.75 0.11 0.11 17 13 0.00 53.92 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 0.0 +0.90D+E+0,90H 1 10.41 5.75 0.08 0.08 17 14 0.00 53.90 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 0.0 +0.90D+E+0,90H 1 10.51 5.75 0.05 0.05 17 14 0.00 53.88 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 0.0 +0.90D+E+0.90H 1 10.61 5,75 0.01 0.01 17 15 0,00 53.86 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 0.0 +0.90D+E+0.90H 1 10.71 5.75 -0.02 0,02 17 15 0,00 53.87 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 0.0 +0.90D+E+0.90H 1 10.82 5.75 -0.05 0,05 17.14 0.00 53.88 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 0.0 +0.90D+E+0.90H 1 10.92 5.75 -0,08 0.08 17.14 000 53.90 Vu<PhiVc/2 Not Reqd 9 53.9 0-0 0.0 +0.90D+E+0.90H 1 11.02 5.75 -0 11 0.11 17 13 000 5392 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 0.0 +0.90D+E+0.90H 1 11.12 5.75 -0 15 0.15 1711 000 53.94 Vu<PhiVc/2 Not Reqd 9 53.9 0.0 00 +0,90D+E+0.90H 1 11.22 5.75 -0 18 0.18 17,10 001 53,96 Vu<PhiVc/2 Not Reqd 9 54.0 00 0.0 +0.90D+E+0.90H 1 11.33 5.75 -0 21 0.21 17.08 0.01 53.98 Vu<PhiVc/2 Not Reqd 9 54.0 00 0.0 +0.90D+E+0.90H 1 11.43 5.75 -0.24 0.24 17.05 0.01 54.00 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.90D+E+0,90H 1 11.53 5.75 -0.28 0,28 17.03 0.01 5402 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0.90D+E+0.90H 1 11.63 5.75 -0.31 0.31 17.00 0.01 54.03 Vu<PhiVc/2 Not Reqd 9 54.0 0.0 0.0 +0,90D+E+0.90H 1 1173 5.75 -0.34 0.34 16.96 0.01 54.05 Vu<PhiVc/2 Not Reqd 9 54.1 0.0 0.0 +0.90D+E+0.90H 1 1184 5,75 -0.37 0.37 16.93 0.01 54.07 Vu<PhiVc/2 Not Reqd 9 54A 0.0 0.0 +0.90D+E+0.90H 1 1194 5.75 -0 41 0.41 16.89 0.01 54-09 Vu<PhiVc/2 Not Reqd 9 54.1 0.0 0.0 +0.90D+E+0.90H 1 12.04 5.75 -0.44 0.44 16.84 0.01 54.11 Vu<PhiVc/2 Not Reqd 9 54.1 0.0 0.0 +0.90D+E+0.90H 1 12.14 5.75 -0,47 0.47 16.80 0.01 5413 Vu<PhiVc/2 Not Reqd 9 54A 0.0 0.0 +0,90D+E+0,90H 1 12.24 5.75 -0.50 0.50 16.75 0.01 5415 Vu<PhiVc/2 Not Reqd 9 54.2 0.0 0.0 +0.90D+E+0.90H 1 12.35 5.75 -0.54 0.54 16.70 0.02 54.17 Vu<PhiVc/2 Not Reqd 9 54.2 0.0 0.0 +0.90D+E+0.90H 1 12.45 5.75 -0.57 0.57 16.64 0.02 54.19 Vu<PhiVc/2 Not Reqd 9 54,2 0.0 0.0 +0.90D+E+0.90H 1 12.55 5.75 -0 60 0,60 16.58 0.02 54.21 Vu<PhiVc/2 Not Reqd 9 54.2 0.0 0.0 +0.90D+E+0,90H 1 12.65 5.75 -0.63 0.63 16.52 0.02 54.23 Vu<PhiVc/2 Not Reqd 9 54.2 0.0 0.0 +0.90D+E+0.90H 1 12-76 5.75 -0 66 0.66 16,45 0.02 54.25 Vu<PhiVc/2 Not Reqd 9 54.3 0.0 0.0 +0.90D+E+0.90H 1 12.86 5.75 -0.70 0.70 16.38 0.02 54.28 Vu<PhiVc/2 Not Reqd 9 54.3 0.0 0.0 +0.90D+E+0.90H 1 12.96 5.75 -0.73 0.73 16.31 0.02 54.30 Vu<PhiVc/2 Not Reqd 9 54,3 0.0 0.0 +0.90D+E+0.90H 1 13.06 5.75 -0.76 0.76 16.23 0.02 54.32 Vu<PhiVc/2 Not Reqd 9 54.3 0.0 0.0 +0.90D+E+0.90H 1 1316 5.75 -0.79 0.79 16.15 0.02 54.34 Vu<PhiVc/2 Not Reqd 9 54.3 0.0 0.0 +0.90D+E+0.90H 1 13.27 5.75 -0.83 0.83 16.07 0.02 54,36 Vu<PhiVc/2 Not Reqd 9 544 0.0 0.0 +0.90D+E+0.90H 1 13.37 5.75 -0.86 086 15.98 0.03 54.39 Vu<PhiVc/2 Not Reqd 9 544 0.0 0.0 +0.90D+E+0.90H 1 13.47 5.75 -0.89 089 15.90 0.03 54.41 Vu<PhiVc/2 Not Reqd 9 54.4 0.0 0.0 +0.90D+E+0.90H 1 13.57 5.75 -0.92 092 15.80 0.03 54.43 Vu<PhiVc/2 Not Reqd 9 54A 0.0 0.0 +0.90D+E+0.90H 1 13.67 5.75 -0.96 096 15.71 0.03 54-46 Vu<PhiVc/2 Not Reqd 9 54.5 0.0 0.0 +0.90D+E+0.90H 1 13.78 5.75 -0.99 0,99 15.61 0.03 54.48 Vu<PhiVc/2 Not Reqd 9 54.5 0.0 0.0 +0.90D+E+0.90H 1 1388 5.75 -1.02 102 15.51 0.03 54.50 Vu<PhiVc/2 Not Reqd 9 54.5 0.0 0.0 +0.90D+E+0.90H 1 1398 5.75 -1.05 105 15.40 0.03 54.53 Vu<PhiVc/2 Not Reqd 9 54.5 0.0 0.0 +0.90D+E+0.90H 1 1408 5.75 -1.08 1.08 15.29 0.03 54.56 Vu<PhiVc/2 Not Reqd 9 54.6 0.0 0.0 +0.90D+E+0.90H 1 1418 5.75 -1.12 1,12 15.18 0.04 54.58 Vu<PhiVc/2 Not Reqd 9 54.6 0.0 0.0 +0.90D+E+0,90H 1 1429 5.75 -1.15 1.15 15.06 0.04 54.61 Vu<PhiVc/2 Not Reqd 9 54.6 0.0 0.0 +0.90D+E+0.90H 1 1439 5.75 -1 18 1.18 14.94 0.04 54.64 Vu<PhiVc/2 Not Reqd 9 54.6 0.0 0.0 +0.90D+E+0.90H 1 1449 5.75 -1.21 1,21 14.82 0.04 54.66 Vu<PhiVc/2 Not Reqd 9 54.7 0.0 0.0 +0.90D+E+0.90H 1 1459 5.75 -1 25 1,25 14.70 0.04 54.69 Vu<PhiVc/2 Not Reqd 9 54.7 0.0 0.0 +0.90D+E+0.90H 1 14.69 5.75 -1 28 1.28 14.57 0.04 54.72 Vu<PhiVc/2 Not Reqd 9 547 0.0 0.0 +0.90D+E+0.90H 1 14.80 5.75 -1 31 1.31 14.44 0.04 54.75 Vu<PhiVc/2 Not Reqd 9 548 00 0.0 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr. Printed: 3 OCT 2017,12:16PM File=1Wasperin Mrk fifeslPROJECTSMO-8-118163A-1N71002-118163-P-1.ECE 11 LOncrete Beam ENERCALC,INC 1983-2017.Bui1 %117.8.28.Ver.10 t7.g2E FM i,r IN a FV Description: PANEL 24-STRIP Detailed Shear Information Span Distance V Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Rec(d Suggest +0.90D+E+0.90N 1 2041 5.75 -3.09 3.09 2.09 0.71 6847 Vu<PhiVc/2 Not Reqd 9 68.5 0.0 0.0 +0.90D+E+0.90H 1 20.51 5,75 -3.12 3.12 1.77 0.84 71,27 Vu<PhiVc/2 Not Reqd 9 71.3 0.0 0.0 +0.90D+E+0.90H 1 20.61 5.75 -3.15 3.15 1,45 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 20.71 5.75 -3.19 3,19 1.13 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 20,82 5.75 -3.22 3,22 0,80 100 7448 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 20.92 5.75 -3.25 3.25 0.47 100 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 21.02 5.75 -3.28 3.28 0.14 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0,90H 1 21 12 5.75 -3.31 3.31 0.20 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 21.22 5.75 -3.35 3.35 0.54 1,00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 21.33 5.75 -3.38 3.38 0.88 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0,90H 1 21.43 5.75 -3.40 3.40 1.23 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 21.53 5.75 -3.43 343 1.58 1,00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 1 21.63 5.75 -3.46 346 1.93 0.86 7159 Vu<PhiVc/2 Not Reqd 9 71.6 0.0 0.0 +0.90D+E+0.90H 1 21.73 5.75 -3.49 349 2,28 0.73 68,96 Vu<PhiVc/2 Not Reqd 9 69.0 0.0 0.0 +0.90D+E+0.90H 1 21.84 5.75 -3.51 351 2.64 0.64 67.01 Vu<PhiVc/2 Not Reqd 9 67.0 0.0 0.0 +0.90D+E+0.90H 1 21.94 5.75 -3.54 354 3.00 0.57 65.51 Vu<PhiVc/2 Not Reqd 9 65.5 0.0 0.0 +0.90D+E+0.90H 1 22,04 5.75 -3.56 3.56 3.36 0,51 64.33 Vu<PhiVc/2 Not Reqd 9 643 0.0 0.0 +0.90D+E+0.90H 1 22.14 5.75 -3.59 3.59 3.73 0.46 63.37 Vu<PhiVc/2 Not Reqd 9 63.4 0.0 0.0 +0.90D+E+0 90H 1 22.24 5.75 -3.61 3.61 4.09 0.42 62.57 Vu<PhiVc/2 Not Reqd 9 62.6 0.0 0.0 +0.90D+E+0.90H 1 22.35 5.75 -3 63 3.63 4.46 0,39 61.90 Vu<PhiVc/2 Not Reqd 9 61.9 0.0 0.0 +0.90D+E+0.90H 1 22.45 5.75 -3.65 365 4.84 0.36 6132 Vu<PhiVc/2 Not Reqd 9 61.3 0.0 0.0 +0.90D+E+0.90H 1 22.55 5.75 -3.67 3,67 5.21 0.34 60.82 Vu<PhiVc/2 Not Reqd 9 608 0.0 0.0 +0.90D+E+0.90H 1 22.65 5.75 -3.69 3.69 5.58 0,32 60.39 Vu<PhiVc/2 Not Reqd 9 604 0.0 0.0 +0.90D+E+0.90H 1 22.76 5.75 -3 71 3,71 5.96 0.30 60.01 Vu<PhiVc/2 Not Reqd 9 60.0 0.0 0.0 +0.90D+E+0.90H 1 22.86 5,75 -3.73 3.73 6.34 0.28 5966 Vu<PhiVc/2 Not Reqd 9 59.7 0.0 0.0 +0,900+E+0.90H 1 22.96 5.75 -3 75 3.75 6.72 0.27 59.36 Vu<PhiVc/2 Not Reqd 9 59.4 0.0 0.0 +0.90D+E+0.90H 1 23.06 575 -3.76 3.76 7.11 0.25 59.09 Vu<PhiVc/2 Not Reqd 9 59.1 0.0 0.0 +0.90D+E+0.90H 1 23.16 5.75 -3.78 3.78 7.49 0.24 58.84 Vu<PhiVc/2 Not Reqd 9 58.8 0.0 0.0 +0.90D+E+0.90H 1 23.27 5.75 -3.79 3.79 7.88 0.23 58.61 Vu<PhiVc/2 Not Reqd 9 58.6 0.0 0.0 +0.90D+E+0 90H 1 23.37 5.75 -3.80 3.80 8.26 0,22 58.40 Vu<PhiVc/2 Not Reqd 9 58.4 0.0 0.0 +0 90D+E+0.90H 1 23.47 5.75 -3.82 3.82 8.65 0.21 58.21 Vu<PhiVc/2 Not Reqd 9 58.2 0.0 0.0 +0 90D+E+0 90H 1 23.57 5.75 -3.83 3.83 9.04 0.20 58.04 Vu<PhiVc/2 Not Reqd 9 58.0 0.0 0.0 +0 90D+E+0.90H 1 23.67 5.75 -3.84 3.84 9.43 0.20 57.88 Vu<PhiVc/2 Not Reqd 9 57.9 0.0 0.0 +0.90D+E+0.90H 1 23.78 5.75 -3.85 3.85 9.83 0.19 57.73 Vu<PhiVc/2 Not Reqd 9 57.7 0.0 0.0 +0.90D+E+0,90H 1 23.88 5.75 -3.86 3.86 10.22 0,18 57.59 Vu<PhiVc/2 Not Reqd 9 57.6 0.0 0.0 +0 90D+E+0.90H 1 2398 5.75 -3.87 3.87 10,61 0.17 57.46 Vu<PhiVc/2 Not Reqd 9 57.5 0.0 0.0 +0.90D+E+0.90H 1 24.08 5.75 -3.88 3.88 11.01 0 17 57.33 Vu<PhiVc/2 Not Reqd 9 57.3 0.0 0.0 +0.90D+E+0.90H 1 24.18 5.75 -3.88 3.88 11.41 0.16 57.22 Vu<PhiVc/2 Not Reqd 9 57.2 0.0 0.0 +0.90D+E+0.90H 1 24.29 5.75 -3.89 3.89 11.80 0.16 57.11 Vu<PhiVc/2 Not Reqd 9 57.1 0.0 0.0 +0.90D+E+0A0H 1 24.39 5.75 -3.90 3.90 12.20 0.15 57.01 Vu<PhiVc/2 Not Reqd 9 57.0 0.0 0.0 +0.90D+E+0.90H 1 24.49 5.75 -3.90 3.90 12,60 0.15 56.91 Vu<PhiVc/2 Not Reqd 9 56.9 0.0 0.0 +0.90D+E+0.90H 1 24.59 5.75 -3.90 3.90 13.00 0.14 56.82 Vu<PhiVc/2 Not Reqd 9 56.8 0.0 0.0 +0.90D+E+0.90H 1 24.69 5.75 -3.91 3.91 13,39 0.14 56.74 Vu<PhiVc/2 Not Reqd 9 56.7 0.0 0.0 +0.90D+E+0.90H 1 24.80 5.75 -3.91 3.91 13.79 014 56.66 Vu<PhiVc/2 Not Reqd 9 56.7 0.0 0.0 +0.90D+E+0.90H 1 24.90 5.75 -3.91 3.91 14.19 0.13 56.58 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 +0.90D+E+0.90H 2 25.00 5.75 3.96 3.96 14.59 0.13 56.53 Vu<PhiVc/2 Not Reqd 9 56.5 0.0 0.0 +0.90D+E+0.90H 2 25.02 5.75 3.95 3.95 14.52 0.13 56.54 Vu<PhiVc/2 Not Reqd 9 56.5 0.0 0.0 +0.90D+E+0.90H 2 25.04 5.75 3.94 3,94 14.45 0.13 56.55 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 +0.90D+E+0.90H 2 25.06 5.75 3.94 3,94 14.37 0.13 56.56 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 +0.90D+E+0.90H 2 25.07 5.75 393 3.93 14.30 0.13 56.57 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 +0.90D+E+0.90H 2 25.09 5.75 3.93 3.93 14,23 0.13 56.58 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 +0.90D+E+0,90H 2 25.11 5.75 3.92 3,92 1416 0.13 56.59 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 +0.90D+E+0.90H 2 25 13 5.75 3.91 3.91 14.08 0 13 56.60 Vu<PhiVc/2 Not Reqd 9 566 0.0 0.0 +0.90D+E+0.90H 2 25.15 5.75 3,91 3.91 14.01 0.13 56.61 Vu<PhiVc/2 Not Reqd 9 56.6 0.0 0.0 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr. Printed:3 OCT 2017,12:16PM Concrete Beam Fib=WwpwVwtmrkTiWPROJECiS18000.8-/181SM-1U71002-118163-P-1.ECE ENERCALC,INc 1983.2017.swi 10.17.8.28.Ver 10j7.821 IKW-06011301 Covington Description: PANEL 24-STRIP Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +0.90D+E+0.90H 2 26 16 5.75 3.59 3.59 10.23 0.17 5732 Vu<PhiVc/2 Not Reqd 9 57.3 0.0 0.0 +0.90D+E+0.90H 2 26.18 5.75 3.58 3.58 10.16 0.17 5734 Vu<PhiVc/2 Not Reqd 9 57.3 0.0 0.0 +0.90D+E+0.90H 2 26.19 5.75 3.58 3.58 10.09 0.17 5736 Vu<PhiVc/2 Not Reqd 9 57.4 0.0 0.0 +0.90D+E+0.90H 2 26.21 5.75 3.57 3.57 10.03 0.17 57.37 Vu<PhiVc/2 Not Reqd 9 57.4 0.0 0.0 +0.90D+E+0.90H 2 26.23 575 3.57 3.57 9,96 0.17 57.39 Vu<PhiVc/2 Not Reqd 9 57.4 0.0 0.0 +0.90D+E+0.90H 2 26.25 5.75 3.56 3.56 9.90 0.17 57.41 Vu<PhiVc/2 Not Reqd 9 57.4 0.0 0.0 +0.90D+E+0.90H 2 26.27 5.75 3.55 3.55 9.83 0,17 57.43 Vu<PhiVc/2 Not Reqd 9 57.4 0.0 0.0 +0.90D+E+0.90H 2 26.29 5.75 3.55 3.55 9.77 0.17 57.45 Vu<PhiVc/2 Not Reqd 9 57.4 0.0 0.0 +0.90D+E+0.90H 2 26.30 5.75 3.54 3.54 9,70 017 5746 Vu<PhiVc/2 Not Reqd 9 57.5 0.0 0.0 +0.90D+E+0.90H 2 26.32 575 3.54 3.54 9,64 018 57.48 Vu<PhiVc/2 Not Reqd 9 57.5 0.0 0.0 +0 90D+E+0.90H 2 2634 5,75 3.53 3.53 9.57 018 57.50 Vu<PhiVc/2 Not Reqd 9 57.5 0.0 0.0 +0 90D+E+0.90H 2 26.36 5,75 3.53 3.53 951 018 57.52 Vu<PhiVc/2 Not Reqd 9 57.5 0.0 0.0 +0.90D+E+0.90H 2 26.38 5.75 3.52 3.52 944 0.18 5754 Vu<PhiVc/2 Not Reqd 9 57.5 0.0 0.0 +0 90D+E+0.90H 2 26,40 5.75 3.51 3.51 938 0.18 57-56 Vu<PhiVc/2 Not Reqd 9 57.6 0.0 0.0 +0.90D+E+0.90H 2 26,41 575 3.51 3.51 9,31 0.18 57.58 Vu<PhiVc/2 Not Reqd 9 57.6 0.0 0.0 +0 90D+E+0.90H 2 2643 575 350 3.50 9.25 0.18 57.60 Vu<PhiVc/2 Not Reqd 9 57.6 0.0 0.0 +0.90D+E+0.90H 2 2645 5.75 3,50 3,50 9.18 0.18 5762 Vu<PhiVc/2 Not Reqd 9 57.6 0.0 0.0 +0 90D+E+0.90H 2 26.47 5.75 349 3.49 9,12 0.18 57.64 Vu<PhiVc/2 Not Reqd 9 57.6 0.0 0.0 +0.90D+E+0.90H 2 26.49 5.75 3,48 3.48 9.06 0.18 57.66 Vu<PhiVc/2 Not Reqd 9 57.7 0.0 0.0 +0 90D+E+0.90H 2 26,51 5.75 3.48 3.48 8.99 0.19 57.68 Vu<PhiVc/2 Not Reqd 9 57.7 0.0 0.0 +0.90D+E+0.90H 2 26.52 5.75 3.47 3-47 8.93 019 5770 Vu<PhiVc/2 Not Reqd 9 577 0.0 0.0 +0.90D+E+0.90H 2 26.54 5.75 3.47 3.47 8.86 0.19 57.72 Vu<PhiVc/2 Not Reqd 9 57.7 0.0 0.0 +0.90D+E+0.90H 2 26.56 575 3.46 3.46 8.80 0.19 57.74 Vu<PhiVc/2 Not Reqd 9 57.7 0.0 0.0 +0.90D+E+0.90H 2 26.58 5.75 3.46 3.46 8.74 0.19 5776 Vu<PhiVc/2 Not Reqd 9 57.8 0.0 0.0 +0.90D+E+0.90H 2 26.60 575 3.45 345 8.67 0,19 5778 Vu<PhiVc/2 Not Reqd 9 57.8 0.0 0.0 +0.90D+E+0.90H 2 26.62 5,75 3,44 344 861 0.19 57.81 Vu<PhiVc/2 Not Reqd 9 57.8 0.0 0.0 +0.90D+E+0.90H 2 26.63 5.75 3.44 344 855 0.19 57.83 Vu<PhiVc/2 Not Reqd 9 57.8 0.0 0.0 +0.90D+E+0.90H 2 26.65 5.75 3,43 343 8,48 0.19 57.85 Vu<PhiVc/2 Not Reqd 9 57.9 0.0 0.0 +0.90D+E+0.90H 2 26.67 5.75 3.43 3.43 8.42 0.19 57.88 Vu<PhiVc/2 Not Reqd 9 57.9 0.0 0.0 +0.90D+E+0.90H 2 26.69 5.75 3.42 3.42 8.36 0.20 57.90 Vu<PhiVc/2 Not Reqd 9 57.9 0.0 0.0 +0.90D+E+0.90H 2 26.71 5,75 3.41 3.41 8.30 0.20 57.92 Vu<PhiVc/2 Not Reqd 9 57.9 0.0 0.0 +0.90D+E+0.90H 2 26.73 5.75 3.41 3.41 8.23 0.20 57.95 Vu<PhiVc/2 Not Reqd 9 57.9 0.0 0.0 +0.90D+E+0.90H 2 26.74 5.75 3.40 3.40 8.17 0.20 57,97 Vu<PhiVc/2 Not Reqd 9 58.0 0.0 0.0 +0.90D+E+0.90H 2 26.76 5,75 3.40 3.40 8,11 0.20 58.00 Vu<PhiVc/2 Not Reqd 9 58.0 0.0 0.0 +0.90D+E+0.90H 2 26.78 5.75 3.39 3.39 8.05 020 58.02 Vu<PhiVc/2 Not Reqd 9 58.0 0.0 0.0 +0.90D+E+0.90H 2 26.80 5.75 3,39 3.39 7.98 0.20 58.05 Vu<PhiVc/2 Not Reqd 9 58.0 0.0 0.0 +0.90D+E+0.90H 2 26.82 5.75 3.38 3.38 7.92 020 58.07 Vu<PhiVc/2 Not Reqd 9 581 0.0 0.0 +0.90D+E+0A0H 2 26.84 5.75 3.37 3.37 7.86 0.21 58.10 Vu<PhiVc/2 Not Reqd 9 58.1 0.0 0.0 +0.90D+E+0.90H 2 26.86 5.75 3.37 3.37 7.80 0.21 58.12 Vu<PhiVc/2 Not Reqd 9 58.1 0.0 0.0 +0.90D+E+0.90H 2 2687 5.75 3.36 3.36 7.74 0.21 58.15 Vu<PhiVc/2 Not Reqd 9 58.2 0.0 0.0 +0.90D+E+0.90H 2 26.89 5.75 3.36 3.36 7.67 0.21 58.18 Vu<PhiVc/2 Not Reqd 9 58.2 0.0 0.0 +0.90D+E+0.90H 2 2691 5.75 335 3.35 7.61 0.21 58.20 Vu<PhiVc/2 Not Reqd 9 58.2 0.0 0.0 +0.90D+E+0.90H 2 26.93 575 3.34 3,34 7.55 0.21 58.23 Vu<PhiVc/2 Not Reqd 9 58.2 0.0 0.0 +0.90D+E+0.90H 2 2695 5.75 3.34 3,34 7.49 0.21 58.26 Vu<PhiVc/2 Not Reqd 9 58.3 0.0 0.0 +0.90D+E+0.90H 2 26.97 5.75 3.33 3.33 7.43 0.21 58.29 Vu<PhiVc/2 Not Reqd 9 58.3 0.0 0.0 +0.90D+E+0.90H 2 26.98 5.75 3,33 3.33 7.37 022 58.32 Vu<PhiVc/2 Not Reqd 9 58.3 0.0 0.0 +0.90D+E+0.90H 2 27.00 5.75 3.32 3.32 7.31 0.22 58.35 Vu<PhiVc/2 Not Reqd 9 58.3 0.0 0.0 +0.90D+E+0.90H 2 27.02 5.75 3.32 3.32 7.25 0.22 58.38 Vu<PhiVc/2 Not Reqd 9 58.4 0.0 0.0 +0.90D+E+0.90H 2 27.04 5.75 3,31 331 7.18 0.22 58.41 Vu<PhiVc/2 Not Reqd 9 58.4 0.0 0.0 +0.90D+E+0,90H 2 27.06 5.75 3,30 330 7.12 0.22 58.44 Vu<PhiVc/2 Not Reqd 9 58.4 0.0 0.0 +0.90D+E+0.90H 2 27.08 5.75 3.30 3.30 7.06 0.22 58.47 Vu<PhiVc/2 Not Reqd 9 58.5 0.0 0.0 +0.90D+E+0.90H 2 2709 5.75 3.29 3.29 7.00 0.23 58.50 Vu<PhiVc/2 Not Reqd 9 58.5 0.0 0.0 +0.90D+E+0.90H 2 27.11 5.75 3.29 3.29 6.94 0.23 5853 Vu<PhiVc/2 Not Reqd 9 58.5 0.0 0.0 +0.90D+E+0.90H 2 2713 5.75 3.28 3.28 6.88 0.23 58.57 Vu<PhiVc/2 Not Reqd 9 58.6 0.0 0.0 I STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Protect Descr: Printed 3 OCT 2017.12:16Pvl EC[tCl'@te Beam Fila=lWespetinetmrkfii%\PROJECTS18000.8-t18163-0-A171002-118163-P-i ECE ENERCALC,INC 1g8320t7,BuddA0.17.828,Yer10.17.8.2( JIIII Description: PANEL 24-STRIP Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (ft) (n) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +0.90D+E+0 90H 2 28.14 575 296 2.96 3.73 0.38 61.70 Vu<PhiVc/2 Not Reqd 9 617 0.0 0.0 +0.90D+E+0.90H 2 2816 575 295 2.95 3.67 0.39 61.80 Vu<PhiVc/2 Not Reqd 9 61.8 0.0 0.0 +0.90D+E+0.90H 2 28.18 575 295 2-95 3.62 0.39 61.90 Vu<PhiVc/2 Not Reqd 9 61.9 0.0 0.0 +0.90D+E+0.90H 2 28.20 575 294 2.94 3.57 0.40 62.01 Vu<PhiVc/2 Not Reqd 9 62.0 0.0 0.0 +0.90D+E+0.90H 2 28.21 575 294 294 3.51 0,40 62.12 Vu<PhiVc/2 Not Reqd 9 621 0.0 0.0 +0.90D+E+0.90H 2 28.23 5.75 2.93 2.93 3.46 0.41 62.23 Vu<PhiVc/2 Not Reqd 9 62.2 0.0 0.0 +0.90D+E+0.90H 2 28.25 5.75 2.93 2.93 3.40 0.41 62.35 Vu<PhiVc/2 Not Reqd 9 62.3 0.0 0.0 +0.90D+E+0.90H 2 28.27 5.75 2.92 2.92 3.35 0,42 6247 Vu<PhiVc/2 Not Reqd 9 62.5 0.0 0.0 +0.90D+E+0.90H 2 2829 575 2.91 2.91 3.30 0,42 62.59 Vu<PhiVc/2 Not Reqd 9 626 0.0 0.0 +0.90D+E+0.90H 2 2831 575 2-91 2.91 324 0.43 62.71 Vu<PhiVc/2 Not Reqd 9 62.7 0.0 0.0 +0.90D+E+0.90H 2 28.32 575 2.90 2.90 319 0.44 62.84 Vu<PhiVc/2 Not Reqd 9 62.8 0.0 0.0 +0.90D+E+0.90H 2 2834 575 2.90 2.90 3.14 0.44 62.98 Vu<PhiVc/2 Not Reqd 9 63.0 0.0 0.0 +0.90D+E+0.90H 2 2836 575 289 2.89 3.08 045 63.12 Vu<PhiVc/2 Not Reqd 9 63.1 0.0 0.0 +0.90D+E+0.90H 2 2838 5.75 288 288 3.03 0,46 6326 Vu<PhiVc/2 Not Reqd 9 63.3 00 0.0 +0.90D+E+0.90H 2 28.40 575 2.88 2.88 2.98 0.46 63.41 Vu<PhiVc/2 Not Reqd 9 63.4 0.0 0.0 +0.90D+E+0.90H 2 28.42 5.75 2.87 2.87 2.93 0.47 63.56 Vu<PhiVc/2 Not Reqd 9 63.6 0.0 0.0 +0.90D+E+0.90H 2 28.43 5.75 2.87 2.87 2.87 0.48 63.72 Vu<PhiVc/2 Not Reqd 9 637 0.0 0.0 +0.90D+E+0.90H 2 28.45 5.75 2.86 2.86 2.82 0.49 63.88 Vu<PhiVc/2 Not Reqd 9 63.9 0.0 0.0 +0.90D+E+0.90H 2 28,47 5.75 2.86 2.86 2.77 0,49 64.05 Vu<PhiVc/2 Not Reqd 9 641 0.0 0.0 +0 90D+E+0.90H 2 28.49 575 2.85 2.85 2.72 0,50 64.23 Vu<PhiVc/2 Not Reqd 9 642 0.0 0.0 +0 90D+E+0.90H 2 28.51 5.75 2.84 2.84 2.66 0.51 64.41 Vu<PhiVc/2 Not Reqd 9 644 0.0 0.0 +0.90D+E+0.90H 2 28.53 5.75 2.84 2.84 2.61 0.52 64.60 Vu<PhiVc/2 Not Reqd 9 64.6 0.0 00 +0.90D+E+0.90H 2 28.54 5.75 2.83 2,83 2.56 0.53 64.80 Vu<PhiVc/2 Not Reqd 9 64.8 0.0 0.0 +0.90D+E+0.90H 2 28.56 5.75 2.83 2.83 2.51 0.54 65.00 Vu<PhiVc/2 Not Reqd 9 65.0 0.0 0.0 +0.90D+E+0.90H 2 28.58 5,75 2.82 2.82 2.45 0,55 65.21 Vu<PhiVc/2 Not Reqd 9 65,2 0.0 0.0 +0.90D+E+0.90H 2 28.60 5.75 2.82 2.82 2.40 0,56 65.43 Vu<PhiVc/2 Not Reqd 9 65A 0.0 00 +0.90D+E+0.90H 2 28,62 5.75 2.81 2.81 2.35 0.57 65.66 Vu<PhiVc/2 Not Reqd 9 65.7 0.0 0.0 +0.90D+E+0.90H 2 28.64 5.75 2.80 2.80 2.30 0.58 65.90 Vu<PhiVc/2 Not Reqd 9 65.9 0.0 0.0 +0.90D+E+0 90H 2 28.66 5.75 2.80 280 2.25 0,60 66.15 Vu<PhiVc/2 Not Reqd 9 66.2 0.0 0.0 +0.90D+E+0.90H 2 28.67 5.75 2.79 2.79 2.20 0.61 66.41 Vu<PhiVc/2 Not Reqd 9 66.4 0.0 0.0 +0.90D+E+0.90H 2 28.69 5.75 2.79 279 2.15 0.62 66.69 Vu<PhiVc/2 Not Reqd 9 66.7 0.0 0.0 +0.90D+E+0.90H 2 28.71 5.75 278 2.78 2.09 0.64 66.97 Vu<PhiVc/2 Not Reqd 9 67.0 0.0 0.0 +0.90D+E+0.90H 2 28.73 5.75 2.77 2.77 2.04 0,65 67.27 Vu<PhiVc/2 Not Reqd 9 67.3 0.0 0.0 +0.90D+E+0.90H 2 28.75 5.75 277 2.77 199 0.67 67.58 Vu<PhiVc/2 Not Reqd 9 67.6 0.0 0.0 +0.90D+E+0.90H 2 28.77 5.75 2.76 2.76 1.94 0.68 67.91 Vu<PhiVc/2 Not Reqd 9 67.9 0.0 0.0 +0.90D+E+0,90H 2 28.78 5.75 276 276 1.89 0.70 68.26 Vu<PhiVc/2 Not Reqd 9 68.3 0.0 0.0 +0.90D+E+0,90H 2 28.80 5.75 2.75 275 1.84 0.72 6862 Vu<PhiVc/2 Not Reqd 9 68.6 0.0 0.0 +0.90D+E+0.90H 2 28.82 5.75 2.75 2.75 1.79 0.73 69.01 Vu<PhiVc/2 Not Reqd 9 69.0 0.0 0.0 +0.90D+E+0 90H 2 28.84 5.75 2.74 2,74 1.74 0.75 69.41 Vu<PhiVc/2 Not Reqd 9 69.4 0.0 0.0 +0.90D+E+0 90H 2 28.86 5.75 273 2.73 1,69 0.78 69.84 Vu<PhiVc/2 Not Reqd 9 69.8 0.0 0.0 +0.90D+E+0 90H 2 28.88 5.75 2.73 2.73 1.64 0.80 70.30 Vu<PhiVc/2 Not Reqd 9 70.3 0.0 0.0 +0.90D+E+0 90H 2 2889 5.75 2.72 2.72 1.59 0.82 70.78 Vu<PhiVc/2 Not Reqd 9 70.8 0.0 0.0 +0.90D+E+0.90H 2 28.91 5.75 2.72 2,72 1.54 0.85 71,29 Vu<PhiVc/2 Not Reqd 9 71.3 0.0 0.0 +0.90D+E+0.90H 2 28.93 5.75 271 2,71 1.49 0.87 71.83 Vu<PhiVc/2 Not Reqd 9 71.8 0.0 0.0 +0.90D+E+0.90H 2 28.95 5.75 2,70 2.70 1.44 0.90 7242 Vu<PhiVc/2 Not Reqd 9 72.4 0.0 0.0 +0.90D+E+0.90H 2 28.97 5.75 2.70 2.70 1.39 0.93 73.04 Vu<PhiVc/2 Not Reqd 9 73.0 0.0 0.0 +0.90D+E+0.90H 2 28.99 5.75 2.69 2.69 1.34 0.96 73.70 Vu<PhiVc/2 Not Reqd 9 73.7 0.0 0.0 +0.90D+E+0.90H 2 29,00 5.75 2.69 2.69 129 1.00 74.42 Vu<PhiVc/2 Not Reqd 9 74.4 0.0 0.0 +0.90D+E+0.90H 2 29.02 575 2.68 2,68 1.24 1.00 7448 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 2 29.04 5.75 2.68 2.68 1.19 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 00 0.0 +0.90D+E+0.90H 2 29.06 5,75 2.67 2.67 1.14 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 745 0.0 0.0 +0.90D+E+0.90H 2 29.08 5.75 2.66 2.66 1.09 1.00 7448 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 2 29.10 5.75 2.66 2.66 1.05 100 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 +0.90D+E+0.90H 2 29.11 5.75 2.65 2.65 1,00 1.00 74.48 Vu<PhiVc/2 Not Reqd 9 74.5 0.0 0.0 STRUCTURAL DESIGN ASSOCIATES Project Title: Dantrawl Building Engineer: Project ID: SDA#8163 Project Descr. Printed: 3 OCT 2017.12:16PNI Concrete Beam Fii =11Jasper%ietwark flwpROJECTst8wo4-118163-D-11171002-118163-P-1 ECf ENERCALC,INC 1983.2017,Suft10.17.8.28,ver.10.178.2f KW-06011301 Description: PANEL 24-STRIP Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio Span#1 1 25.000 17.15 1514 1 13 Span#2 2 4.500 -14.59 15.14 0.96 Overall Maximum Deflections Load Combination Span Max ""Defl Location in Span Load Combination Max "+"Defl Location in Span E Only 1 0.1430 11.786 E Only -0.0007 25.064 2 0.0000 11.786 E Only -0.0356 4.500 P ;� t ,� I Date: 8/29/2017 6UTLER butler Manufacturing 1 7-01 773 7 Calculations Package Time:04:30 PM Page: 1 of 169 Butler Manufacturing Company 1540 Genessee Street Kansas City, MO 64102 STRUCTURAL DESIGN DATA Project: Dantrawl Bldg Name: 17-017737 Builder PO #: Jobsite: 17305 59th Ave NE City, State: Arlington, Washington 98223 County: Snohomish Country: United States Butler Designer: Wensey Zhang Butler Sealing Engineer: Josh Seymour TABLE OF CONTENTS SReceivea' MAY 0 .2, HIP) Building Loading-Expanded Report................................................ ( T�� Bracing- Summary Report............................................................................................................................................................. 12 Secondary- Summary Report.........................................................................................................................................................20 Framing- Summary Report.......................................................................................................................................................... 68 Covering- Summary Report......................................................................................................................................................... 167 Of1'line Calc Report....................................................................................................................................170 Digitally signed by Josh S. Seymour, PE DN: E=jsseymour@butlermfg.com, CN="Josh -�V A1ZpS, S. Seymour, PE", O=Butler Manufacturing `� 04 wnsy/l l�� Company, L=Kansas City, S=Missouri, C=US ti� �� a c� i� Reason: This document has been electronically P E signed and sealed by Josh Seymour, PE using Josh S. Seymour, my Digital Signature with PE seal affixed. �r Printed copies of this document are not i 50392 r considered signed and sealed, and the `P!C/s�R���h" signature must be verified on any electronic FSS%NAt.��G copies. Date: 2017.09.01 12:06:20-05'00' 09/01/2017 File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 2 of 169 Building Loading- Expanded Report Shape: Unit 1 -Building Loads and Codes-Shape:Unit I -Building City: Arlington County: Snohomish State: Washington Country: United States Building Code:Washington State Building Code 2015 Structural: 1 OAISC-ASD Rainfall:I:0.10 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD Pc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Frame Weight(assumed for seismic):3.50 psf-USR Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to Description A D 2.176 psf Entire Frm Covering Weight-24 MR-24+Secondary Weight 0.98:Roof:A A D 1.200 psf Entire Pur Covering Weight-24 MR-24:Roof:A B D 2.176 psf Entire Frm Covering Weight-24 MR-24+Secondary Weight 0.98:Roof:B B D 1.200 psf Entire Pur Covering Weight-24 MR-24:Roof:B Roof Live Load Roof Live Load:20.00 psf Reducible Wind Load Wind Speed:Vult: 110.00(Vasd:85.21)mph Gust Factor:G: 1.0000 Wind Enclosure:Enclosed Least Horiz.Dimension: 131/0/0 Height Used:31/10/8 (Type:Eave) Base Elevation:0/0/0 NOT Windborne Debris Region Primary Zone Strip Width:2a:25/6/0 Parts/Portions Zone Strip Width:a: 12/9/0 Velocity Pressure:qz:30.98 psf qz=0.00256*(1.00)*(110.00)^2 *(1.00) Topographic Factor:Kzt:1.0000 The'Envelope Procedure'is Used Directionality Factor:Kd:0.8500 Wind Exposure:C-Kz:0.995 Basic Wind Pressure:q:26.19 psf Snow Load Ground Snow Load:pg: 17.00 psf Rain Surcharge:0.00 Flat Roof Snow:pf 11.90 psf Exposure Factor:2 Partially Exposed Cc: 1.00 Design Snow(Sloped):ps:11.90 psf Thermal Factor:Heated-Ct: 1.00 Specified Minimum Roof Snow:25.00 psf(USR) Slope Reduction:Cs: 1.00 Snow Accumulation Factor: 1.000 Slope Used:3.576 deg.(0.750:12) Snow Importance:Is: 1.000 Ground/Roof Conversion:0.70 Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Transverse Direction Parameters Mapped MCE Acceleration:Ss: 107.30%g Ordinary Steel Moment Frames Mapped MCE Acceleration:S 1:41.80%g Redundancy Factor:Rho: 1.30 Site Class:Stiffsoil(D) Fundamental Period:Ta:0.4466 Seismic hnportance:Ie: 1.000 R-Factor:3.50 Design Acceleration Parameter:Sds:0.7660 Overstrength Factor:Omega:2.50 Design Acceleration Parameter:Sd 1:0.4409 Deflection Amplification Factor:Cd:3.00 Seismic Design Category:D Base Shear:V:0.2189x W %Snow Used in Seismic:0.00 Seismic Snow Load:0.00 psf Longitudinal Direction Parameters Diaphragm Condition:Flexible Ordinary Steel Concentric Braced Frames Fundamental Period Height Used:31/10/8 Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.2683 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357x W Side Type Mag Units Shape Applied to Description 1 E 0.421 psf Entire Frm Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.98:Wall: 1 1 E 0.454 psf Entire Brc Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.98:Wall: 1 1 E 0.590 psf Entire Grt Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.98:Wall: 1 File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BL/TL ER Sutler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 3 of 169 1 E 19 697 psf Rect Frm Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall: 1 1 E 21 212 psf Rect Brc Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall: 1 1 E 27.575 psf Rect Grt Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall: 1 1 E 0.219 psf Spec Frm Seismic:Covering Weight-1.00 NBBMC-Panel:Wall: 1 1 E 0.236 psf Spec Brc Seismic:Covering Weight-1.00 NBBMC-Panel:Wall: 1 1 E 0.306 psf Spec Grt Seismic:Covering Weight-1.00 NBBMC-Panel:Wall: 1 2 E 0.287 psf Entire Frm Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.36:Wall:2 2 E 0.310 psf Entire Brc Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.36:Wall:2 2 E 0.402 psf Entire Grt Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.36;Wall:2 2 E 17.508 psf Rect Frm Seismic:Covering Weight-80.00 NBBMC-Tilt Wall:Wall:2 2 E 18.855 psf Rect Brc Seismic:Covering Weight-80.00 NBBMC-Tilt Wall:Wall:2 2 E 24.511 psf Rect Grt Seismic:Covering Weight-80.00 NBBMC-Tilt Wall:Wall:2 3 E 0.266 psf Entire Frm Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.27:Wall:3 3 E 0.287 psf Entire Brc Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.27:Wall:3 3 E 0.373 psf Entire Grt Seismic:Covering Weight-26 Butlerib I1 Punched+Secondary Weight 0.27:Wall:3 3 E 19.697 psf Rect Frm Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall:3 3 E 21.212 psf Rect Brc Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall:3 3 E 27.575 psf Rect Grt Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall:3 4 E 0.340 psf Entire Frm Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.60:Wall:4 4 E 0.366 psf Entire Brc Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.60:Wall:4 4 E 0.476 psf Entire Grt Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.60:Wall:4 4 E 0.219 psf Rect Frm Seismic:Covering Weight-1.00 NBBMC-Panel:Wall:4 4 E 0.236 psf Rect Brc Seismic:Covering Weight-1.00 NBBMC-Panel:Wall:4 4 E 0.306 psf Rect Grt Seismic:Covering Weight-1.00 NBBMC-Panel:Wall:4 4 E 19.697 psf Rect Frm Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall:4 4 E 21.212 psf Rect Brc Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall:4 4 E 27.575 psf Rect Grt Seismic.Covering Weight-90.00 NBBMC-Tilt Wall:Wall:4 A E 1.899 psf Entire Frm Seismic:Covering Weight-24 MR-24+Secondary Weight 0.98+ (Includes 3.000 Collateral 3,500 Frame Weight):Roof:A A E 2.045 psf Entire Brc Seismic:Covering Weight-24 MR-24+Secondary Weight 0.98+ (Includes 3.000 Collateral 3.500 Frame Weight):Roof:A B E 1.899 psf Entire Frm Seismic:Covering Weight-24 MR-24+Secondary Weight 0.98+ (Includes 3.000 Collateral 3.500 Frame Weight):Roof:B B E 2.045 psf Entire Brc Seismic:Covering Weight-24 MR-24+Secondary Weight 0.98+ (Includes 3.000 Collateral 3.500 Frame Weight):Roof:B Deflection Conditions Frames are vertically suppordng:Metal Roof Purlins and Panels Frames are laterally supporting:Precast Concrete Wall Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Dcsio�n Load Combinations-Framin No. Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 1 and 2) 6 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 2 and 3) 7 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 3 and 4) 8 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 4 and 5) 9 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 5 and 6) 10 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 1 I System 1.000 1.0 D+1.0 CG+1.0<SMS +CG+<SMS 12 System 1.000 1.0 D+1.0 CG+1.0 US I* +CG+US 1* 13 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 14 System 1.000 1.0D+I.0CG+0.6W1> D+CG+Wl> 15 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W l 16 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 17 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 18 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 19 System 1.000 1.0 D+1.0 CG+0.6 WPR +CG+WPR 20 System 1.000 .6 MW MW-Wall: 1 21 System 1.000 .6 MW MW-Wall:2 22 System 1.000 .6 MW MW-Wall:3 23 System 1.000 .6 MW MW-Wall:4 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 Bl1TLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 4 of 169 24 System 1,000 .6D+0.6CU+0.6W1> D+CU+Wl> 25 System 1.000 .6 D+0.6 CU+0.6<W 1 D+CU+<W 1 26 System 1.000 .6 D+0.6 CU+0.6 W2> D+CU+W2> 27 System 1.000 .6D+0.6CU+0.6<W2 D+CU+<W2 28 System 1.000 .6 D+0.6 CU+0.6 WPL D+CU+WPL 29 System 1.000 .6 D+0.6 CU+0.6 WPR D+CU+WPR 30 System 1,000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+W1> 31 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<Wl 32 System 1.000 1.0 D+1.0 CG+0.75 L+0,45 W2> D+CG+L+W2> 33 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 34 System 1.000 1.0 D+1.0 CG+0.75 L+0,45 WPL D+CG+L+WPL 35 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 36 System 1.000 1.0D+I.0CG+0.75S+0.45W1> D+CG+S+W1> 37 System 1.000 1.0D+I.0CG+0.75S+0.45<W1 D+CG+S+<Wl 38 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 39 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 40 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 VOL D+CG+S+WPL 41 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 42 System 1,000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 43 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 44 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 45 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 46 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 47 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 48 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 49 Special 1.000 16 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 50 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 51 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 52 OMF Connection 1.000 .6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 53 OMF Connection 1.000 .6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- 54 System Derived 1.000 I.0D+1.0CG+0.6 WPR+0.6WB1> D+CG+WPR+WB1> 55 System Derived 1.000 .6D+0.6CU+0.6 WPR+0.6WB1> D+CU+WPR+WBI> 56 System Derived 1.000 I.0D+1.00G+0.75L+0.45WPR+0.45WBI> D+CG+L+WPR+WB]> 57 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB 1> D+CG+S+WPR+WB 1> 58 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<WB 1 D+CG+WPR+<WB 1 59 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<WB 1 D+CU+WPR+<WB 1 60 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<WB 1 D+CG+L+WPR+<WB I 61 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<WB 1 D+CG+S+WPR+<WB 1 62 System Derived 1.000 I.0 D+1.0 CG+0.6 WPR+0.6 WB2> D+CG+WPR+WB2> 63 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB2> D+CU+WPR+WB2> 64 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB2> D+CG+L+WPR+WB2> 65 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB2> D+CG+S+WPR+WB2> 66 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<WB2 D+CG+WPR+<WB2 67 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<WB2 D+CU+WPR+<WB2 68 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0,45 WPR+0.45<WB2 D+CG+L+WPR+<WB2 69 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<WB2 D+CG+S+WPR+<WB2 70 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+WB3> 71 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+WB3> 72 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB3> D+CG+L+WPL+WB3> 73 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+WB3> 74 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<WB3 D+CG+WPL+<WB3 75 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 76 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<WB3 D+CG+L+WPL+<WB3 77 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<WB3 78 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB4> D+CG+WPL+WB4> 79 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB4> D+CU+WPL+WB4> 80 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB4> D+CG+L+WPL+WB4> 81 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB4> D+CG+S+WPL+WB4> 82 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<WB4 D+CG+WPL+<WB4 83 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB4 D+CU+WPL+<WB4 84 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<WB4 D+CG+L+WPL+<WB4 85 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB4 D+CG+S+WPL+<WB4 86 System Derived 1.000 0.6 MWB MWB-Wall: 1 87 System Derived 1.000 0.6 MWB MWB-Wall:2 88 System Derived 1.000 0.6 MWB MWB-Wall:3 89 System Derived 1.000 0.6 MWB MWB-Wall:4 90 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 91 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273 EB> D+CG+E>+EG++EB> File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 5 of 169 92 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 93 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273 EB> D+CG+<E+EG++EB> 94 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 EB> D+CU+E>+EG-+EB> 95 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273 EB> D+CU+E>+EG-+EB> 96 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91 EB> D+CU+<E+EG-+EB> 97 System Derived 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG-+0.273 EB> D+CU+<E+EG-+EB> 98 Special 1.000 1.0 D+1.0 CG+1.75 EB>+0.7 EG+ D+CG+EB>+EG+ 99 Special 1,000 0.6 D+0.6 CU+1.75 EB>+0.7 EG- D+CU+EB>+EG- 100 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91<EB D+CG+E>+EG++<EB 101 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273<EB D+CG+E>+EG++<EB 102 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91<EB D+CG+<E+EG++<EB 103 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273<EB D+CG+<E+EG++<EB 104 System Derived 1.000 .6 D+0.6 CU+0.273 E>+0.7 EG-+0.91<EB D+CU+E>+EG-+<EB 105 System Derived 1.000 .6 D+0.6 CU+0.91 E>+0.7 EG-+0.273<EB D+CU+E>+EG-+<EB 106 System Derived 1.000 .6 D+0.6 CU+0.273<E+0.7 EG-+0.91<EB D+CU+<E+EG-+<EB 107 System Derived 1.000 .6 D+0.6 CU+0.91<E+0.7 EG-+0.273<EB D+CU+<E+EG-+<EB 108 Special 1.000 1.0 D+1.0 CG+1.75<EB+0.7 EG+ D+CG+<EB+EG+ 109 1 Special 1 1.000 .6 D+0.6 CU+1.75<EB+0.7 EG- D+CU+<EB+EG- Desi n Load Combinations-Bracing No. Ori in Factor Application Description 1 System 1.000 1.0 D+0.6 W 1> D+W 1> 2 System 1.000 1.0 D+0.6<W 1 D+<W 1 3 System 1.000 1.0 D+0.6 W2> D+W2> 4 System 1.000 1.0 D+0.6<W2 ID+<W2 5 System 1,000 1.0 D+0.6 W3> ID+W3> 6 System E000 1.0 D+0.6<W3 D+<W3 7 System 1.000 1.0 D+0.6 W4> D+W4> 8 System 1.000 1.0 D+0.6<W4 D+<W4 9 System 1.000 16 MW MW-Wall: 1 10 System 1.000 D.6 MW MW-Wall:2 11 System 1.000 16 MW MW-Wall:3 12 System 1.000 D.6 MW IMW-Wall:4 13 System 1.000 1.0 D+0.7 E> D+E> 14 System 1.000 1.0 D+0.7<E D+<E 15 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1> D+CG+W 1> 16 System Derived 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 17 System Derived 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 18 System Derived 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 19 System Derived 1.000 1.0 D+1.0 CG+0.6 W3> D+CG+W3> 20 System Derived 1.000 1.0 D+1.0 CG+0.6<W3 D+CG+<W3 21 System Derived 1.000 1.0 D+1.0 CG+0.6 W4> D+CG+W4> 22 System Derived 1.000 1.0 D+1.0 CG+0.6<W4 D+CG+<W4 23 System Derived 1.000 .6D+0.6CU+0.6W1> D+CU+W1> 24 System Derived 1.000 3.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 25 System Derived 1.000 16 D+0.6 CU+0.6 W2> D+CU+W2> 26 System Derived 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 27 System Derived 1.000 16 D+0.6 CU+0.6 W3> D+CU+W3> 28 System Derived 1.000 .6 D+0.6 CU+0.6<W3 D+CU+<W3 29 System Derived 1,000 .6 D+0.6 CU+0.6 W4> D+CU+W4> 30 System Derived 1.000 .6 D+0.6 CU+0.6<W4 D+CU+<W4 31 System Derived 1.000 1.0D+1.0CG+0.75S+0.45W1> D+CG+S+Wl> 32 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W3> D+CG+S+W3> 36 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W3 D+CG+S+<W3 37 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W4> D+CG+S+W4> 38 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W4 D+CG+S+<W4 39 System Derived 1.000 1.0 D+1.0 CG+0.7 E>+0.7 EG+ D+CG+E>+EG+ 40 System Derived 1.000 1.0 D+1.0 CG+0.7<E+0.7 EG+ D+CG+<E+EG+ 41 System Derived 1.000 .6 D+0.6 CG+0.7 E>+0.7 EG- D+CG+E>+EG- 42 1 System Derived 1 1.000 .6 D+0.6 CG+0.7<E+0.7 EG- D+CG+<E+EG- Design Load Combinations-Purlin No. Origin Factor Application Description I System 1.000 11.0 D+1.0 CG+1.0 L D+CG+L File: 17-017737 Version:2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 e Bur�Eft Butlr Manufacturing 17-017737 Calculations Package Time:04:30 PM mw .,a_ " Page: 6 of 169 2 System 1.000 1.0 D+1.0 CO+1.0 SMS D+CG+SMS 3 System 1.000 1.0D+I.0CG+1.0 US]* D+CG+US1* 4 System 1.000 1.0 D+1.0 CG+1.0*US] D+CG+*US 1 5 System 1.000 1.0 D+1.0 CG+1.0 PF 1 D+CG+PF](Span 1) 6 System 1.000 1.0 D+1.0 CG+1.0 PF1 D+CG+PF I(Span 12) 7 System 1.000 1.0 D+1.0 CG+1.0 PHI D+CG+PHI(Span 1) 8 System 1,000 1.0 D+1.0 CG+1.0 PHI D+CG+PHI(Span 12) 9 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern] 10 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 2 11 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 3 12 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 4 13 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 5 14 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 6 15 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 7 16 System Derived 1.000 1.0D+1,0CG+0.6W1>+0.6WB]> D+CG+W1>+WB]> 17 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6WB1> D+CG+<W2+WB1> 18 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WBI> D+CU+W1>+WBI> 19 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB]> D+CU+<W2+WB1> 20 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB1> D+CG+L+W1>+WB1> 21 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB 1> D+CG+L+<W2+WB 1> 22 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WI>+0.45 WB I> D+CG+S+W1>+WBI> 23 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB 1> D+CG+S+<W2+WB 1> 24 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6<WB 1 D+CG+Wl>+<WB1 25 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB 1 D+CG+<W2+<WB 1 26 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB1 D+CU+Wl>+<WB] 27 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB 1 D+CU+<W2+<WB 1 28 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45<WB 1 D+CG+L+W 1>+<WB 1 29 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB 1 D+CG+L+<W2+<WB 1 30 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45<WB] D+CG+S+W 1>+<WB 1 31 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB 1 D+CG+S+<W2+<WB 1 32 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB2> D+CG+WI>+WB2> 33 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB2> D+CG+<W2+WB2> 34 System Derived 1.000 0.6 D+0.6 CU+0.6 W1>+0.6 WB2> D+CU+W]>+WB2> 35 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB2> D+CU+<W2+WB2> 36 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45 WB2> D+CG+L+W 1>+WB2> 37 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB2> D+CG+L+<W2+WB2> 38 System Derived 1,000 1.0 D+1.0 CG+0.75 S+0,45 W 1>+0.45 WB2> D+CG+S+W 1>+WB2> 39 System Derived 1,000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB2> D+CG+S+<W2+WB2> 40 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6<W132 D+CG+W1>+<WB2 41 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB2 D+CG+<W2+<WB2 42 System Derived 1.000 D.6D+0.6CU+0.6W1>+0.6<WB2 D+CU+W1>+<WB2 43 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB2 D+CU+<W2+<WB2 44 System Derived 1.000 1.0D+1.0CG+0.75L+0.45W1>+OAS<WB2 D+CG+L+W1>+<WB2 45 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB2 D+CG+L+<W2+<WB2 46 System Derived 1.000 I.0D+I.0CG+0.75S+0.45W1>+0.45<WB2 D+CG+S+W1>+<WB2 47 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB2 D+CG+S+<W2+<WB2 48 System Derived 1.000 1.0D+1.000+0.6W1>+0.6WB3> D+CG+W1>+WB3> 49 System Derived 1.000 1.0 D+1.0 CO+0.6<W2+0.6 WB3> D+CG+<W2+WB3> 50 System Derived 1.000 D.6D+0.6CU+0.6W1>+0.6WB3> D+CU+WI>+WB3> 51 System Derived 1.000 D.6 D+0.6 CU+0.6<W2+0.6 WB3> D+CU+<W2+WB3> 52 System Derived 1.000 1.0 D+1.0 CG+0.73 L+0.45 W1>+0.45 WB3> D+CG+L+W1>+WB3> 53 System Derived 1.000 1.0 D+1.0 CO+0.75 L+0.45<W2+0.45 WB3> D+CG+L+<W2+WB3> 54 System Derived 1.000 1.0D+I.0CG+0.75S+0.45W1>+0.45W83> D+CG+S+W1>+WB3> 55 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB3> D+CG+S+<W2+WB3> 56 System Derived 1.000 1.0D+1.0CG+0.6W1>+0.6<WB3 D+CG+W]>+<WB3 57 System Derived 1.000 LO D+1.0 CG+0.6<W2+0.6<WB3 D+CG+<W2+<WB3 58 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB3 D+CU+W]>+<WB3 59 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB3 D+CU+<W2+<WB3 60 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45<WB3 D+CG+L+Wl>+<WB3 61 System Derived ].000 1.0D+I.0CG+0.73L+0.45<W2+0.45<W83 D+CG+L+<W2+<WB3 62 System Derived 1.000 1.0 D+ 1.0 CG+0.75 S+0.45 W I>+0.45<WB3 D+CG+S+W1>+<WB3 63 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB3 D+CG+S+<W2+<WB3 64 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WB4> D+CG+W1>+WB4> 65 System Derived 1.000 LO D+1.0 CG+0.6<W2+0.6 WB4> D+CG+<W2+WB4> 66 System Derived 1.000 D+0.6CU+0.6W1>+0.6WB4> D+CU+W]>+WB4> 67 System Derived 1.000 ,6 D+0.6 CU+0.6<W2+0.6 WB4> D+CU+<W2+WB4> 68 System Derived 1.000 [.6 .0D+1.0CG+0.75L+0.45W1>+0.45WB4> D+CG+L+W1>+WB4> 69 System Derived 1.000 .0D+1.0CG+0.75L+0.45<W2+0.45WB4> D+CG+L+<W2+WB4> File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I Date: 8/29/2017 SUTLER 9ufler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 7 of 169 70 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45 WB4> D+CG+S+W 1>+WB4> 71 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 W134> D+CG+S+<W2+WB4> 72 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6<WB4 D+CG+W 1>+<WB4 73 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB4 D+CG+<W2+<WB4 74 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB4 D+CU+W 1>+<WB4 75 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB4 D+CU+<W2+<WB4 76 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45<W134 D+CG+L+W 1>+<WB4 77 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB4 D+CG+L+<W2+<WB4 78 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45<W134 D+CG+S+W 1>+<WB4 79 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB4 D+CG+S+<W2+<WB4 80 System Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 81 System Derived 1.000 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 82 System Derived 1.000 �.6 .0 D+1.0 CG+0.7<EB+0.7 EG+ D+CG+<EB+EG+ 83 Svsiem Derived 1.000 .6 D+0.6 CU+0.7<EB+0.7 EG- D+CU+<EB+EG- Design Load Combinations-Girt No Ori in Factor Application Description 1 System 1.000 .7 E> E> 2 System 1.000 .7<E <E 3 System Derived 1.000 .6 W1>+0.6 WB1> W1>+WB1> 4 System Derived 1.000 .6<W2+0.6 WB 1> <W2+WB I> 5 System Derived 1.000 0.6 W1>+0.6<WB1 W1>+<WB1 6 System Derived 1.000 .6<W2+0.6<WB 1 <W2+<WB 1 7 System Derived 1,000 0.6 W1>+0.6 WB2> W1>+WB2> 8 System Derived 1.000 .6<W2+0.6 WB2> <W2+WB2> 9 System Derived 1.000 16 W 1>+0.6<WB2 W 1>+<WB2 10 System Derived 1.000 0.6<W2+0.6<WB2 <W2+<WB2 11 System Derived 1.000 16 W1>+0.6 WB3> W1>+WB3> 12 System Derived 1,000 0.6<W2+0.6 WB3> <W2+WB3> 13 System Derived 1.000 0.6 W 1>+0.6<W133 W]>+<WB3 14 System Derived 1.000 .6<W2+0.6<WB3 <W2+<WB3 15 System Derived 1.000 0.6 W 1>+0.6 WB4> W]>+WB4> 16 System Derived 1.000 0.6<W2+0.6 W134> <W2+WB4> 17 System Derived 1.000 16 W1>+0.6<WB4 W1>+<WB4 18 System Derived 1.000 )6<W2+0.6<W134 <W2+<W134 19 System Derived 1.000 .7 EB> IEB> 20 1 System Derived 1 1,000 .7<EB <EB Design Load Combinations-Roof-Panel No. Origin Factor Application Description 1 System 1.000 1.0 D+1.0 L +L 2 System 1.000 10 D+1.0 SMS D+SMS 3 System 1.000 1.0 D+1.0 US 1* ID+US 1* 4 System 1.000 1.0 D+1.0*US 1 D+*US 1 5 System 1.000 1.0 D+0.6<W2 D+<W2 6 System 1 1,000 P.6D+0.6W1> bp+W1> Desi;;n Load Combinations-Wall-Panel No. Ori in Factor Application Description 1 System 1.000 .6 W1> 1> 2 S stem 1.000 .6<W2 J<W2 Deflection Load Combinations-Framin No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 OA2WI> w> 4 System 1.000 ]00 180 )42<W l <W1 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1 1.000 1 50 0 P.0<E+3.0 EG- t<E+EG- Dcneclion Load Combinations-Purlin No. Origin Factor I Deflection Application Description File: 17-017737 Version:2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM 2_.......�._._ Page: 8 of 169 1 System 1.000 150 1.0 L L 2 System 1.000 180 1.0 SMS SMS 3 System 1.000 180 0.42 W 1> W 1> 4 Svstcm 1.000 180 0.42<W2 <W2 Deflection Load Combinations-Girt No. Origin Factor Deflection Application Description I System 1 000 90 .42 WI> WI> 2 System 1 000 90 .42<W2 <W2 3 System 1 000 90 .5 E> E> 4 System 1.000 90 .5<E <E Deflection Load Combinations-Roof-Panel No. Ori in Factor DefH DefV Application Descri tion 1 System 1.000 1 60 1 60 1.0 SMS SMS 2 System 1.000 60 60 0 42<W2 W2 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASL^ Alternate Span Live Load,Shifted Right ^ASL Alternate Span Live Load,Shifted Left PL2 Partial Live,Full,2 Spans L> Live-Notional Right <L Live-Notional Left S Snow Load US I* Unbalanced Snow Load 1,Shifted Right *US 1 Unbalanced Snow Load 1,Shifted Left US2* Unbalanced Snow Load 2,Shifted Right *US2 Unbalanced Snow Load 2,Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PF1 Partial Load,Full,1 Span PHI Partial Load,Half,1 Span PF2 Partial Load,Full,2 Spans PH2 Partial Load,Half,2 Spans S> Snow-Notional Right <S Snow-Notional Left SMS Specified Min.Roof Snow SMS> Specified Min,Roof Snow-Notional Right <SMS Specified Min.Roof Snow-Notional Left PSI Partial Load,Half Span 1 PS2 Partial Load,Half Span 2 W Wind Load W1> Wind Load,Case 1,Right <WI Wind Load,Case 1,Left W2> Wind Load,Case 2,Right <W2 Wind Load,Case 2,Left W3> Wind Load,Case 3,Right <W3 Wind Load,Case 3,Left W4> Wind Load,Case 4,Right <W4 Wind Load,Case 4,Left W5> Wind Load,Case 5,Right <W5 Wind Load,Case 5,Left W6> Wind Load,Case 6,Right <W6 Wind Load,Case 6,Left WP Wind Load,Parallel to Ridge WPR Wind Load,11 Ridge,Right WPL Wind Load,11 Ridge,Left WPA1 Wind Parallel-Ref A,Case 1 WPA2 Wind Parallel-Ref A,Case 2 WPB1 Wind Parallel-RefB,Case I WPB2 Wind Parallel-RefB,Case 2 WPC1 Wind Parallel-Ref C,Case 1 WPC2 Wind Parallel-Ref C,Case 2 WPD 1 Wind Parallel-Ref D,Case 1 WPD2 Wind Parallel-Ref D,Case 2 WB1> Wind Brace Reaction,Case 1,Right <WB1 Wind Brace Reaction,Case 1,Left WB2> Wind Brace Reaction,Case 2,Right <WB2 Wind Brace Reaction,Case 2,Left WB3> Wind Brace Reaction,Case 3,Right <WB3 Wind Brace Reaction,Case 3,Left WB4> Wind Brace Reaction,Case 4,Right <WB4 Wind Brace Reaction,Case 4,Left WB5> Wind Brace Reaction,Case 5,Right <WB5 Wind Brace Reaction,Case 5,Left WB6> Wind Brace Reaction,Case 6,Right <WB6 Wind Brace Reaction,Case 6,Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load,Right <E Seismic Load,Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect,Additive EG- Vertical Seismic Effect,Subtractive EB> Seismic Brace Reaction,Right <EB Seismic Brace Reaction,Left FL Floor Live Load FL* Alternate Span Floor Live Load,Shifted Right *FL Alternate Span Floor Live Load,Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load,Right,Right *AL> Auxiliary Live Load,Right,Left <AL* Auxiliary Live Load,Left,Right <*AL Auxiliary Live Load,Left,Left AL* Aux Live,Right *AL Aux Live,Left AL*>(I) Auxiliary Live Load,Right,Right,Aisle 1 *AL>(1) Auxiliary Live Load,Right,Left,Aisle 1 <AL*(1) Auxiliary Live Load,Left,Right,Aisle 1 <*AL(1) Auxiliary Live Load,Left,Left,Aisle 1 AL*(1) Aux Live,Right,Aisle 1 *AL(1) Aux Live,Left,Aisle 1 AL*>(2) Auxiliary Live Load,Right,Right,Aisle 2 *AL>(2) Auxiliary Live Load,Right,Left,Aisle 2 <AL*(2) Auxiliary Live Load,Left,Right,Aisle 2 <*AL(2) Auxiliary Live Load,Left,Left,Aisle 2 AL*(2) Aux Live,Right,Aisle 2 *AL(2) Aux Live,Left,Aisle 2 File: 17-017737 Version:2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER B ,ef,A,��,,�,�,�0 17-017737 Calculations Package Time:04:30 PM �.,.___.._... Page: 9 of 169 AL*>(3) Auxiliary Live Load,Right,Right,Aisle 3 *AL>(3) Auxiliary Live Load,Right,Left,Aisle 3 <AL*(3) Auxiliary Live Load,Left,Right,Aisle 3 <*AL(3) Auxiliary Live Load,Left,Left,Aisle 3 AL*(3) Aux Live,Right,Aisle 3 *AL(3) Aux Live,Left,Aisle 3 AL*>(4) Auxiliary Live Load,Right,Right,Aisle 4 *AL>(4) Auxiliary Live Load,Right,Left,Aisle 4 <AL*(4) Auxiliary Live Load,Left,Right,Aisle 4 <*AL(4) Auxiliary Live Load,Left,Left,Aisle 4 AL*(4) Aux Live,Right,Aisle 4 *AL(4) Aux Live,Left,Aisle 4 AL*>(5) Auxiliary Live Load,Right,Right,Aisle 5 *AL>(5) Auxiliary Live Load,Right,Left,Aisle 5 <AL*(5) Auxiliary Live Load,Left,Right,Aisle 5 <*AL(5) Auxiliary Live Load,Left,Left,Aisle 5 AL*(5) Aux Live,Right,Aisle 5 *AL(5) Aux Live,Left,Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction,Right <ALB Aux Live Bracing Reaction,Left WALB> Wind,Aux Live Bracing Reaction,Right <WALB Wind,Aux Live Bracing Reaction,Left ALB>(1) Aux Live Bracing Reaction,Right,Aisle 1 <ALB(1) Aux Live Bracing Reaction,Left,Aisle 1 WALB>(1) Wind,Aux Live Bracing Reaction,Right,Aisle 1 <WALB(1) Wind,Aux Live Bracing Reaction,Left,Aisle 1 ALB>(2) Aux Live Bracing Reaction,Right,Aisle 2 <ALB(2) Aux Live Bracing Reaction,Left,Aisle 2 WALB>(2) Wind,Aux Live Bracing Reaction,Right,Aisle 2 <WALB(2) Wind,Aux Live Bracing Reaction,Left,Aisle 2 ALB>(3) Aux Live Bracing Reaction,Right,Aisle 3 <ALB(3) Aux Live Bracing Reaction,Left,Aisle 3 WALB>(3) Wind,Aux Live Bracing Reaction,Right,Aisle 3 <WALB(3) Wind,Aux Live Bracing Reaction,Left,Aisle 3 ALB>(4) Aux Live Bracing Reaction,Right,Aisle 4 <ALB(4) Aux Live Bracing Reaction,Left,Aisle 4 WALB>(4) Wind,Aux Live Bracing Reaction,Right,Aisle 4 <WALB(4) Wind,Aux Live Bracing Reaction,Left,Aisle 4 ALB>(5) Aux Live Bracing Reaction,Right,Aisle 5 <ALB(5) Aux Live Bracing Reaction,Left,Aisle 5 WALB>(5) Wind,Aux Live Bracing Reaction,Right,Aisle 5 <WALB(5) Wind,Aux Live Bracing Reaction,Left,Aisle 5 WALB Wind,Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load U 1 User Defined Load-1 U2 User Defined Load-2 U3 User Defined Load-3 U4 User Defined Load-4 U5 User Defined Load-5 U6 User Defined Load-6 U7 User Defined Load-7 U8 User Defined Load-8 U9 User Defined Load-9 UB User Brace Reaction UB 1 User Brace Reaction-1 UB2 User Brace Reaction-2 UB3 User Brace Reaction-3 UB4 User Brace Reaction-4 UB5 User Brace Reaction-5 UB6 User Brace Reaction-6 UB7 User Brace Reaction-7 UB8 User Brace Reaction-8 UB9 User Brace Reaction-9 R Rain Load T Temperature Load v Shear File: 17-01773 7 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 SUTLER 6uFler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 10 of 169 User Defined Frame Point Loads for Cross Section:2.2 Side Units Type Description Ma 1 1 Locl I Offset I H or V I Supp. I Dir. I Coef. Loc. 1.020 D •upport 91110 NA NA Y RIGHT 00 WA D uo .0 9/1/0 NA NA Y2001 RIGHT 1.000 WA B.6 Q Y X File: 17-017737 Version:2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. t* Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 11 of 169 13 1 11 10 ti am 4 Wit a 4 ot: <*>The building is designed with bracing diagonals in the designated bays.Column base reactions,base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM " "&-"" Page: 12 of 169 Bracing-Summary Report Shape: Unit 1 -Building Loads and Codes-Shape:Unit 1-Building City: Arlington County: Snohomish State: Washington Country: United States Building Code:Washington State Building Code 2015 Structural: l0AISC-ASD Rainfall:I:0.10 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD Pc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Grav4:3.00 psf Roof Covering+Second.Dead Load:2.18 psf Roof Live Load:20 00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):3.50 psf-USR Wind Load Snow Load Seismic Load Wind Speed:Vult: 110.00(Vasd:85.21)mph Ground Snow Load:pg: 17.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf. 11.90 psf Mapped MCE Acceleration:Ss:107.30%g Wind Exposure:C-Kz:0.995 Design Snow(Sloped):ps:11.90 psf Mapped MCE Acceleration:S1:41.80%g Parts Wind Exposure Factor:0.995 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie: 1.000 Topographic Factor:Kzt: 1.0000 Exposure Factor:2 Partially Exposed-Ce: 1.00 Design Acceleration Parameter:Sds:0.7660 Snow Importance:Is: 1.000 Design Acceleration Parameter:Sd1:0.4409 NOT Windborne Debris Region Thermal Factor:Heated-Ct: 1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/6/0 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a: 12/9/0 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.19 psf Fundamental Period Height Used:31/10/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.4466 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.2683 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Precast Concrete Wall Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Design Load Combinations-Bracing No. Origin Factor Application Description 1 System 1.000 I.0D+0.6W1> D+Wl> 2 System 1.000 1.0 D+0.6<W 1 D+<W 1 3 System 1.000 1.0 D+0.6 W2> D+W2> 4 System 1.000 1.0 D+0.6<W2 D+<W2 5 System 1.000 1.0 D+0.6 W3> D+W3> 6 System 1.000 1.0 D+0.6<W3 D+<W3 7 System 1.000 1.0 D+0.6 W4> D+W4> 8 System 1.000 1.0 D+0.6<W4 D+<W4 9 System 1.000 .6 MW MW-Wall: 1 10 System 1.000 .6 MW MW-Wall:2 11 System 1.000 .6 MW MW-Wall:3 12 System 1.000 .6 MW MW-Wall:4 File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 B[lTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 13 of 169 s 13 System 1.000 1.0 D+0.7 E> D+E> 14 System 1.000 1.0 D+0.7<E D+<E 15 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1> D+CG+W 1> 16 System Derived 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 17 System Derived 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 18 System Derived 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 19 System Derived 1.000 1.0 D+1.0 CG+0.6 W3> D+CG+W3> 20 System Derived 1.000 1.0 D+1.0 CG+0.6<W3 D+CG+<W3 21 System Derived 1.000 1.0 D+1.0 CG+0.6 W4> D+CG+W4> 22 System Derived 1.000 1.0 D+1.0 CG+0.6<W4 D+CG+<W4 23 System Derived 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 24 System Derived 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 25 System Derived 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 26 System Derived 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 27 System Derived 1.000 0.6 D+0.6 CU+0.6 W3> D+CU+W3> 28 System Derived 1.000 0.6 D+0.6 CU+0.6<W3 D+CU+<W3 29 System Derived 1.000 0,6 D+0.6 CU+0.6 W4> D+CU+W4> 30 System Derived 1.000 0.6 D+0.6 CU+0.6<W4 D+CU+<W4 31 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1> D+CG+S+W 1> 32 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W3> D+CG+S+W3> 36 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W3 D+CG+S+<W3 37 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W4> D+CG+S+W4> 38 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W4 D+CG+S+<W4 39 System Derived 1.000 1.0 D+1.0 CG+0.7 E>+0.7 EG+ D+CG+E>+EG+ 40 System Derived 1.000 1.0 D+1.0 CG+0.7<E+0.7 EG+ D+CG+<E+EG+ 41 System Derived 1.000 .6 D+0.6 CG+0.7 E>+0.7 EG- D+CG+E>+EG- 42 System Derived 1.000 .6 D+0.6 CG+0.7<F+0.7 EG- D+CG+<E+EG- File: 17-017737 Version:2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM _..._,._.. _..r._. Page: 14 of 169 Y X A ?g w �? r i sz N ^ Sz An 111N R q7 $ 1 E _5> 4 o 1 Q r G 44 Diagonal Bracing Member Design Summa :Roof A Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No Shape ft) Axial(k Factor Factor Ratio Load Case Status 1 R 0.5 29.83 34.3 -4.31 1.0000 LOOOO 0.939 1.OD+I.00G+0.7<E+0.7EG+ passed 2 R 0.5 29.83 34.3 -4.26 1.0000 1.0000 0.928 1.OD+I.00G+0.7E>+0.7EG+ passed 3 R 0.75 29.32 32.6 -8.26 1.0000 1.0000 0.760 1.OD+I.00G+0.7<E+0.7EG+ passed 4 R 0.75 29.32 32.6 -8.18 1.0000 1.000C 0.753 1.OD+I.00G+0.7E>+0.7EG+ passed 5 R 0.875 27.24 23.7 -11.46 1.0000 1.000C 0.768 1.OD+I.00G+0.7<E+0.7EG+ passed 6 R 0.875 27.24 23,7 -11.33 1.0000 LOOOC 0.759 1.OD+I.00G+0.7E>+0.7EG+ passed 7 R 1.125 33.63 44.5 -20.67 1.0000 LOOOC 0.836 1.OD+I.00G+0.7<E+0.7EG+ passed 8 R 1.125 33.63 44.5 -20.56 1.0000 LOOOC 0.832 1.OD+I.00G+0.7E>+0.7EG+ passed 9 R 0.5 29.83 34.3 -4.32 1.0000 LOOOC 0.942 1.OD+I.00G+0.7<E+0.7EG+ passed 10 R 0.5 29.83 34.3 -4.34 1.0000 1.0000 0.945 1.OD+I.00G+0.7E>+0.7EG+ passed 11 R 0.75 29.32 32.6 -7.98 1.0000 1.0000 0.734 I.OD+I.00G+0.7<E+0.7EG+ passed 12 R 0.75 29.32 32.6 -8.03 1.0000 1.0000 0.739 1.OD+I.00G+0.7E>+0.7EG+ passed 13 R 0.875 27.24 23.7 -11.74 1.0000 1.0000 0.786 1.OD+I.00G+0.7<E+0.7EG+ passed 14 R 0.875 27.24 23,7 -11.83 1.0000 1.0000 0.792 1.OD+I.00G+0.7E>+0.7EG+ passed 15 R 1.125 33.63 44.5 -20.40 1.0000 1.0000 0.826 1.OD+I.00G+0.7<E+0.7EG+ passed 16 R 1.125 1 33.63 44.5 -20.48 1.00001 1.0000 0.829 1 1.OD+I.00G+0.7E>+0.7EG+ passed Mem. End Diagonal Connection Design Information 1 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=4.31,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case I.OD+I.00G+0.7<E+0.7EG+,Factored F=4.31,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK.%veb punching shear OK,tensile fracture of web OK, >>PASSED. 2 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=4.26,E factor=1,000,stress increase=1.000,slot offset,=3.000, web•ilange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F-4.26,E factor=1,000,stress increase=1.000,slot offset,=3.000, jwvb4ange weld OK,web direct shear OK,web pAwd*ng shear OK.tensile fracture of web OK, >>PASSED. 3 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=8.26,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, »PASSED. Right Slot:Web Thk=0.188,Load Case I.OD+I.00G+0.7<E+0.7EG+,Factored F=8.26,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web O -PASSED. 4 Left Slot:Web Thk=0.188,Load Case I.OD+I.00G+0.7E>+0.7EG+,Factored F=8.18,E factor=1,000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=8.18,E factor=1.000,stress increase=1.000,slot offset,=3.000, web flan a weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK. >>PASSED. 5 1 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=11.46,E factor=1.000,stress increase=1.000,slot offset,= 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. Right Slot:Web Thk=0.250.Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=11.46,E factor- 1,000.stress increase=1.000.slot offset._ File: 17-01773 7 Version:2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. ButlerDate: 8/29/2017 BUTLER Manufacturing 1 7-01 773 7 Calculations Package Time:04:30 PM Page: 15 of 169 3.000,web-flange urJd OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, »PASSED. 6 Left Slot:Web Thk=0.250,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=11.33,E factor=1.000,stress increase=1.000,slot offset,= 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right lot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=11.33,E factor=1.000,stress increase=1.000,slot offset,= 3.000,web-flange weld OK,web direct shear OK web punching shear OK,tensile fracture of web OK, >>PASSED. 7 Left Clevis Connection Per DP 3.15.2,SQW 5.Ox5.OxO.375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1-side Fillet Right Flevis Connection Per DP 3.15.2,SQW 5.Ox5.OxO.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16" t- ide Fillet 8 Left levis Connection Per DP 3.15.2,SQW 5.Ox5.OxO.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16" 1- side Fillet Right Clevis Connection Per DP 3.15.2,SQW 5.Ox5.OxO.375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1.side Fillet 9 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=4.32,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, »PASSED. Right Slot:Web Thk=0.188,Load Case I.OD+I.00G+0.7<E+0.7EG+,Factored F=4.32,E factor=1.000,stress increase 1.000,slot offset,=3.000, web-flan a weld OK,web direct shear OF,web punching shear OK,tensile fracture of web OK, >>PASSED. 10 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=4.34,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slov Web Thk—0.188,Load Case I.OD+I.00G+0.7E>+0.7EG+,Factored F=4.34,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK tensile fracture of web O >>PASSED. I 1 Left Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7<E+0.7EG+,Factored F=7.98,E factor=1.000,stress increase=1.000,slot offset,=3.000, %%vb-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk—0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=7.98,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OF »PASSED. 12 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=8.03,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case I.OD+I.00G+0.7E>+0.7EG+,Factored F-8.03,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 13 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=11.74,E factor=1.000,stress increase=1.000,slot offset,= 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.250,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=11.74,E factor=1.000,stress increase=1.000,slot offset,= 3.000,web-flan a weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK. »PASSED. 14 Left Slot:Web Thk=0.250,.Load Case I.OD+I.00G+0.7E>+0.7EG+,Factored F=11.83,E factor=1.000,stress increase=1.000,slot offset,= 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case I.OD+I.00G+0.7E>+0.7EG+,Factored F=11.83,E factor-1.000,stress increase=1.000,slot offset,= 3.000,web—flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, —PASSED. 15 Left Clevis Connection Per DP 3.15.2,SQW 5.Ox5.OxO.375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1-side Fillet Right Clevis Conmection Per DP 3.15.2,SQW 5.Ox5.OxO.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16" 1- side Fillet 16 Left Clevis Connection Per DP 3.15.2,SQW 5.Ox5.OxO.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16" I- side Fillet Right Clevis Connection Per DP 3.15.2,SQW 5.Ox5.OxO375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1-side Fillet Strut Bracing Member Design Summary:Roof A Mem. Bracing Length I Design I Seismic Stress IStress Governing Design Description No. Shape (ft) lAxial(k)l Factor Factor Ratio Load Case Status 25 3P 8x3/8x3/16x9 25.00 17.29 2.5000 1.0000 0.868 1.OD+I.00G+0.7E>+0.7EG+ passed Eave Strut,Collector 45 3P 8x3/8x3/16x9 25.00 17.81 2.5000 1.000 0.893 1.OD+I.00G+0.7<E+0.7EG+ passed Eave Strut,Collector Mem.1 End I Strut Connection Design Information 25 Left Clip 5MZG0740607000002B(2)Rows of(2)0.875in.ASTM A325N,Axial 43.21 k,Vertical Shear 9.88k,Bolt Shear Stress Ratio 2.73/3.19= 0.86 OK,Bolt Bearing Min Web Thickness 0.176in.<Strut Web Thickness 0.188in. OK,Clip Weld Fillet Both Sides 0.188in. Right Clip 5MZG0740607000002B(2)Rows of(2)0.875in.ASTM A325N,Axial 43.21 k,Vertical Shear 9.88k,Bolt Shear Stress Ratio 2,73/3.19= 0.86 OK,Boit Bearing Min Web Thickness 0.176in.<Strut Web Thickness 0.188in. OK.Clip Weld Fillet Both Sides 0.188in. 45 Left Clip 5MZG0740607000002B(2)Rows of(2)0.875in.ASTM A325N,Axial 44.53k,Vertical Shear 9.82k,Bolt Shear Stress Ratio 2.81/3.19= 0.88 OK,Bolt Bearing Min Web Thickness 0.I82in.<Strut Web Thickness 0.188in. OK,Clip Weld Fillet Both Sides 0.188in. Right Clip 5MZG0740607000002B(2)Rows of(2)0.875in.ASTM A325N,Axial 44.53k,Vertical Shear 9.82k,Bolt Shear Stress Ratio 2.81/3.19= 0.88 OK,Bolt Bearing Min Web Thickness 0.182in.<Strut Web Thickness 0.188in. OK.Clip Weld Fillet Both Sides 0.188in. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 Burt�sa butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 16 of 169 Y O X 32 ? YO 90 901, S > > > > r r , as a 01 - Q Dia onal Bracing Member Desi n Summan:Roof B Mem Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No Shape (ft) Axial(k) Factor Factor Ratio Load Case Status 1 R 0.5 32.69 41.5 -4.09 1.0000 1.0000 0.892 1.OD+I.00G+0.7E>+0.7EG+ passed 2 R 0.5 32.69 41,5 -4.09 1.0000 1.0000 0.890 I.OD+I.00G+0.7<E+0.7EG+ passed 3 R 0.75 27.24 23.7 -7.73 1.0000 1.0000 0.712 I.OD+I.00G+0.7E>+0.7EG+ passed 4 R 0.75 27.24 23.7 -7.67 1.000C 1.0000 0.705 1.OD+I.00G+0.7<E+0.7EG+ passed 5 R 0.875 27.24 23.7 -11.97 1.000 1.0000 0.802 1.OD+I.00G+0.7E>+0.7EG+ passed 6 R 0.875 27.24 23.7 -11.87 1.000 1,0000 0.795 I.OD+I,OCG+0.7<E+0.7EG+ passed 7 R 1.125 33.63 44.5 -21.63 1.000 1.0000 0.875 I.OD+I.00G+0.7E>+0.7EG+ passed 8 R 1.125 33.63 44.5 -21.56 1.000 1.0000 0.873 1.OD+I.00G+0.7<E+0.7EG+ passed 9 R 0.5 32.69 41.5 -4.02 1.000 1.0000 0.876 1.OD+I.00G+0.7E>+0.7EG+ passed 10 R 0.5 32.69 41.5 -4.06 1.0000 1.0000 0.884 1.OD+I.00G+0.7<E+0.7EG+ passed I I R 0.75 27.24 23.7 -7.96 1.0000 1.0000 0.732 1.OD+I.00G+0.7E>+0.7EG+ passed 12 R 0.75 27.24 23.7 -8 05 1.0000 1.0000 0.741 1.OD+I.00G+0.7<E+0.7EG+ passed 13 R 0.875 27.24 23.7 -11 A3 1.0000 1.0000 0.766 1.OD+I.00G+O.7E>+0.7EG+ passed 14 R 0.875 27.24 23.7 -11.56 1 0000 1.0000 0.774 1.OD+I.00G+0.7<E+0.7EG+ passed 15 R 1.125 33 63 44.5 -21.73 1.0000 1,0000 0.879 1.OD+I.00G+0.7E>+0.7EG+ passed 16 R 1.125 1 33-63 44.5 -21 861 1 0000 1.0000 0.885 1.OD+I.00G+0.7<E+0.7EG+ passed Mem. End I Diagonal Connection Design Information 1 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=4.09,E factor=1,000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, »PASSED. Right Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+O.7EG+,Factored F-4.09,E factor=1.000,stress increase=1.000,slot offset,=3.000, wyeb-flange weld OK,web direct shear OK,web ptinching shear OK,tensile fracture ofweb OK, »PASSED. 2 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=4.09,E factor=1,000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. Right Slot:Web Thk-0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=4.09,E factor=1,000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK >>PASSED. 3 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=7.73,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case I.OD+I.00G+0.7E>+0.7EG+,Factored F=7.73,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. 4 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=7.67,E factor=1.000,stress increase=1.000,slot offset,-3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case 1.0D+I,OCG+0.7<E+0.7EG+,Factored F=7.67,E factor=1.000,stress increase=1.000,slot offset,=3.000, Mob-flange weld OF,web direct shear OK,web punching shearOK,tensile fracture ofweb OK. »PASSED. 5 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=11.97,E factor=1.000,stress increase=1.000,slot offset,= 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, »PASSED. Right Slot:Web Thk=0.250.Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=11.97,E factor=1.000.stress increase=1.000,slot offset,_ File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 17 of 169 3.000,%veb-Flan a weld OK,web direct shear OK,web punching shear OK.tensile fracture of web OK, »PASSED. 6 Left Slot:Web Thk=0.250,Load Case I.OD+I.00G+0.7<E+0.7EG+,Factored F=11.87,E factor=1.000,stress increase-1.000.slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case I.OD+I.00G+0.7<E+0.7EG+,Factored F=11.87,E factor=1.000,stress increase=1.000.slot offset, 3.000,web-flange weld OK,web direct shear OK,web punching shear OK;tensile fracture of web OK, >>PASSED. 7 Left Clovis Connection Per DP 3.15.2,SQW 5.Ox5.OxO.375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1-side Fillet Right Clovis Connection Per DP 3,15.2,SQW 5.Ox5.OxO.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16" 1- side Fillet 8 Left Clovis Connection Per DP 3.15.2,SQW 5.Ox5.OxO.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16" t- ide Fillet Right Clovis Connection Per DP 3.15.2,SQW 5.Ox5.OxO.375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1-side Fillet 9 Left Slot:Web Thk=0.188,Load Case I.OD+I.00G+0.7E>+0.7EG+,Factored F-4.02,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case I.OD+I.00G+0.7E>+0.7EG+,Factored F=4.02,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK. —PASSED. 10 Left Slok Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=4.06,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, »PASSED. Right Slot:Web Thk=0.I 88,Load Case I.OD+I.00G+0.7<E+0.7EG+,Factored F=4.06,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, »PASSED. 11 Left Slot:Web Thk=0.188,Load Case I.OD+I.00G+0.7E>+0.7EG+,Factored F=7.96,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, »PASSED. Right Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=7.96,E factor—1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, —PASSED. 12 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=8.05,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, »PASSED. Right Slot.Web Thk—0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F-8.05,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK tensile fracture of web OK. —PASSED. 13 Left Slot:Web Thk—0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=11.43,E factor=1.000,stress increase=1.000,slot offset,- 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.250,Load Case I.OD+I.00G+0.7E>+0.7EG+,Factored F=11.43,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punchipj shear OK,tensile fracture of web OK, »PASSED. 14 Left Slot:Web Thk=0.250,Load Case LOD+I.00G+0.7<E+0.7EG+,Factored F=11.56,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case I.OD+I.00G+0.7<E+0.7EG+,Factored F=11.56,E factor=1.000,stress increase=1.000,slot offset,_ 3.000.web-flange%veld OK.web direct shear OK web punching shear OK,tensile fracture of web OK, >>PASSED. 15 Left Clevis Connection Per DP 3.15.2,SQW 5.Ox5.OxO.375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1-side Fillet Right Clovis Connection Per DP 3.15.2,SQW 5.Ox5.OxO.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16" 1- side Fillet 16 Left Clovis Connection Per DP 3.15.2,SQW 5.Ox5.OxO.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16" ]- side Fillet Right Clovis Connection Per DP 3,15.2,SQW 5.Ox5.OxO.375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1-side Fillet Strut Bracing Member Design Summary:Roof B Mem. Bracing Length Design Seismic Stress Stress Governing Eassed Description No. Shave (ft) Axial(k) Factor Factor Ratio Load Case 11 3P 8x3/8x3/16x12 25.0 18.58 2,5000 1.0000 0.926 1.OD+l.00G+0.7<E+0.7EG+ Eave Strut,Collector 31 3P 8x3/8x3/16xl2 25.0 19.35 2.5000 1.0000 0,962 1.OD+I.00G+0.7E>+0.7EG+ Eave Strut Collector Mem. End I Strut Connection Design Information 1 I Left Clip 3MZG0740610000003B(2)Rows of(3)0.750in.ASTM A325N,Axial 46.44k,Vertical Shear 10.62k,Bolt Shear Stress Ratio 3.99/4.90— 0.81 OK,Bolt Bearing Min Web Thickness 0.123in.<Strut Web Thickness 0.188in. OK,Clip Weld Fillet Both Sides 0.188in. Right Clip 3MZG0740610000003B(2)Rows of(3)0.750in.ASTM A325N,Axial 46.44k,Vertical Shear 10.62k,Bolt Shear Stress Ratio 3.99/4.90= 0.81 OK,Bolt Bearing Min Web Thickness 0.123in.<Strut Web Thickness 0.188in. OK.Clip Weld Fillet Both Sides 0.188in. 31 Left Clip 3MZG0740610000003B(2)Rows of(3)0.750in.ASTM A325N,Axial 48.37k,Vertical Shear 10.55k,Bolt Shear Stress Ratio 4.15/4.90= 0.85 OK,Bolt Bearing Min Web Thickness 0.128in.<Strut Web Thickness 0.188in. OK,Clip Weld Fillet Both Sides 0.188in. Right Clip 3MZG0740610000003B(2)Rows of(3)0.750in.ASTM A325N,Axial 48.37k,Vertical Shear 10.55k,Bolt Shear Stress Ratio 4,15/4.90= 0.85 OK Bolt Bearing Min Web Thickness 0.128in.<Strut Web Thickness 0.188in. OK,Clip Weld Fillet Both Sides 0.188in. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM "" `"""" Page: 18 of 169 � 1 -My �0 30 is zonal Bracina Member Des'We Summar•:Sidewall 2 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Sham (ft) .Axial k) Factor Factor Ratio Load Case Status 1 R 1.375 30.65 37.2 -25.58 1.3000 1.0000 0.891 I.OD+I.00G+0.7<E+0.7EG+ passed 2 R 1.375 30.65 37.2 -24.90 1.3000 1.0000 0.867 1.OD+I.00G+0.7E>+0.7EG+ passed 3 R 1.25 25.56 27.2 -21.91 1.3000 1.0000 0.924 1.OD+I.00G+0.7<E+0.7EG+ passed 4 R 1.25 25.56 27.2 -22.81 1.3000 1.0000 0.962 1.OD+I.00G+0.7E>+0.7EG+ passed 5 R 1.375 30.65 37. -24.77 1.3000 1.0000 0.862 1.OD+I.00G+0.7<E+0.7EG+ passed 6 R 1.375 30.65 37.2 -25.73 1.3000 1.0000 0.896 1.OD+I.00G+0.7E>+0.7EG+ passed 7 R 1.25 25'56 27.2 -22.66 1.3000 1.0000 0.955 1.OD+I.00G+0.7<E+0.7EG+ passed 8 R 1.25 1 25.56 27.2 -22.06 1.3000 1.0000 0.930 1 1.OD+I.00G+0.7E>+0.7EG+ passed Mem. End I Diagonal Connection Design Information 1 Left lClevisConneetion Per DP 3.15.2,SQW 6.0x6.00.500,Design angle-37.2 deg,,dimA =5.750 in.,SQW Weld 0.19 Fillet Both Right Clevis Connection Per DP 3,15.2,SQW 6.0x6.00.500,Design angle=37.2 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet 2 Left Clevis Connection Per DP 3.15.2,SQW 6.0x6.00.500,Design angle=37.2 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet Right Clevis Connection Per DP 3.152.SQW 6.0x6.00.500.Design angle=37.2 deg.,dimA =5.750 in..SQW Weld 0.19 Fillet Both 3 Left Clcvis Connection Per DP 3.15.2,SQW 5.0x5.00.375,Design angle=24.7 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet Right Clevis Connection Per DP 3.15.2,SQW5x5x0.625,Weld To Flange 0.375 Both Sides,Web Yielding**FAILED**->Web Stiffener and Opposite Comae Weld Added 4 Left Clevis Connection Per DP 3.15.2,SQW5x5x0.625,Weld To Flange 0.375 Both Sides,W/Yiel ILED"->Web Stiffener and Opposite Comae Weld Added Right Clcvis Connection Per DP 3.15.2,SQW 5.0x5.0x0.375,Design angle=24.7 deg,flangeSQW'To Web and Stiffener Weld 3/16" 2-side Fillet 5 Left Clevis Connection Per DP 3.15.2,SQW 6.0x6.00.500,Design angle=37.2 deg,,di A = 50 in.,SQW Weld 0.19 Fillet Both Right Clevis Connection Per DP 3.15.2,SQW 6.Ox6.Ox0.500,Design angle=37.2 deg, nge 'set=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet 6 Left Clevis Connection Per DP 3.15.2,SQW 6.Ox6.Ox0.500,Design angle/37.2 nge offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet Right Clevis Connection Per DP 3.15 SQW 6.Ox6.Ox0 500.Design angle imA =5.750 in..SQW Weld 0.19 Fillet Both 7 Left Clevis Connection Per DP 3.15.2,SQW S.Ox5.Ox0.375,Design an = 4.7 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet Right Clevis Connection Per DP 3.15.2,SQW5x5x0.625,Weld To a e 0,375 Both Sides,Web Yielding ' AILED**->Web Stiffener and Opposite Connie Weld Added 8 Left Clevis Connection Per DP 3.15.2,SQW5x5xO.625,We Flange 0.375 Both Side Yielding* • ILED**->Web Stiffener and Opposite Comae Weld Added Right Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox . 5,Design angle=_ de o set=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-Side Fillet i refer to end page to reinforce this conn. add S5 clip on eave strut beam, add reinforced conrac weld. File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 19 of 169 s _n as Q IrN_n dQ » a n o S_ 47. Diagonal Bracing Member Desi n Summary:Sidewall 4 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape (ft) Axial(k) Factor Factor Ratio Load Case Status 1 R 1.375 30.65 37.2 -23.76 1.3000 1.0000 0.827 I.OD+I.00G+0.7E>+0.7EG+ passed 2 R 1.25 30.77 37.2 -23.16 1.3000 1.0000 0.977 1.OD+I.00G+0.7<E+0.7EG+ passed 3 R 1.25 25.93 27.2 -20.37 1.3000 1.0000 0.859 1.OD+I.00G+0.7E>+0.7EG+ passed 4 R 1.25 25.93 27.2 -21.19 1.300 1.0000 0.893 1.OD+I.00G+0.7<E+0.7EG+ passed 5 R 1.25 30.77 37.2 -22.9 1.300 1.0000 0.970 1.OD+I.00G+0.7E>+0.7EG+ passed 6 R 1.375 30.65 37. -23.92 1.300 1.0000 0.833 1.OD+I.00G+0.7<E+0.7EG+ passed 7 R 1.25 25.93 27.2 -21.06 1.300 1.0000 0.888 1.OD+I.00G+0.7E>+0.7EG+ passed 8 R 1.25 25.93 27.2 -20.4A 1.30001 1.0000 0.864 I.OD+I.00G+0.7<E+0.7EG+ passed Mem. End Diagonal Connection Design Information I Left Clevis Connection Per DP 3.15.2,SQW 6.0x6.00.500,Design angle=37.2 deg'.dimA =5.250 in.,SQW Weld 0.19 Fillet Both Right Clevis Connection Per DP 3.15.2,SQW 6.0x6.00.500,Design angle=37.2 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet 2 Left lClevis Connection Per DP 3.15.2,SQW 5.0x5.00.375,Design angle=37.2 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet Right Clevis Connection Per DP 3.15.2,SQW 5.0x5.00.375,Design angle=37.2 ,dimA =5.313 in SQW Weld 0.19 Fillet Both 3 Left Clevis Connection Per DP 3.15.2,SQW 5.0x5.00.375,Design angle=24.9 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" -side Fillet Right Clevis Connection Per DP 3.15.2,SQW5x5x0.625,Weld To Flange 0,375 Both Sides,Web Yielding**FAILED**->Web Stiffener and Opposite Comae Weld Added 4 Left Clevis Connection Per DP 3.15.2,SQW5x5x0.625,Weld To Flange 0.375 Both Sides, /Ylel20m., AILED**->Web Stiffener and Opposite Comae Weld Added Right Clevis Connection Per DP 3.15.2,SQW 5.0x5.0x0.375,Design angle=24.9 deg,flange SQW To Web and Stiffener Weld 3/16" 2-side Fillet 5 Left Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=37.2 deg,.di A =-.313 in.,SQW Weld 0.19 Fillet Both Right Clevis Connection Per DP 3.15.2,SQW 5.Ox5.0x0.375,Design angle=37.2 deg, nge 'set=5.500 in.,SQW To Web and Stiffener Weld 3/16" [-side Fillet 6 Left Clevis Connection Per DP 3.15.2,SQW 6.Ox6.Ox0.500,Design angle=37.2 eg ange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet Right Clevis Connection Per DP 3.15.2 SQW 6.Ox6.Ox0.500.Design angle- 7 d dimA =5.250 in..S W Weld 0.19 Fillet Both 7 Left Clevis Connection Per DP 3.15.2,SQW 5.0x5.00.375,Design an = 4.9 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet Right Clevis Connection Per DP 3.15.2,SQW5x5x0.625,Weld To 'a e 0.375 Both Sides,Web Yielding AILED"->Web Stiffener and Opposite Contact Weld Added 8 Left Clevis Connection Per DP 3.15.2,SQW5x5x0.625,We Flange 0.375 Both Sides Yielding• ILED**->Web Stiffener and Opposite Comae Weld Added Right Clevis Connection Per DP 3.15.2,SQW 5.0x5.ox 5,Design angle-_ . de . Set=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet refer to end page to reinforce this conn. add S5 clip on eave strut beam add reinforced conrac weld. File: 17-017737 Version:2017.Ib Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. p Date: 8/29/2017 BUTLER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 20 of 169 Secondary-Summary Report Loads and Codes-Shape:Unit 1-Building City: Arlington County: Snohomish State: Washington Country: United States Building Code:Washington State Building Code 2015 Structural: 1 OAISC-ASD Rainfall:I:0.10 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD fc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering+Second.Dead Load:2.18 psf Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):3.50 psf-USR Wind Load Snow Load Seismic Load Wind Speed:Vult: 110.00(Vasd:85.21)mph Ground Snow Load:pg: 17.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf.11.90 psf Mapped MCE Acceleration:Ss:10730%g Wind Exposure:C-Kz:0.995 Design Snow(Sloped):ps: 11.90 psf Mapped MCE Acceleration:S 1:41.80%g Parts Wind Exposure Factor:0.995 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie: 1.000 Topographic Factor:Kzt: 1.0000 Exposure Factor:2 Partially Exposed-Ce: 1.00 Design Acceleration Parameter:Sds:0.7660 Snow Importance:Is: 1.000 Design Acceleration Parameter:Sd1:0.4409 NOT Windborne Debris Region Thermal Factor:Heated-Ct: 1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/6/0 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a: 12/9/0 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.19 psf Fundamental Period Height Used:31/10/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.4466 R-Factor:3,50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.2683 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W Design Load Combinations-Purlin No. Origin Factor ApOication Description 1 System 1.000 1.0 D+1.0 CG+1.0 L D+CG+L 2 System 1.000 1.0 D+1.0 CG+1.0 SMS D+CG+SMS 3 System 1.000 I.0D+I.0CG+1.0US1* D+CG+US1* 4 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 5 System 1,000 I.0D+I.0CG+I.0PF1 D+CG+PF1(Span1) 6 System 1.000 I.0D+I.0CG+I.0PF1 D+CG+PF I(Span 12) 7 System 1.000 I.0D+I.00G+I.OPHI D+CG+PHI(Span 1) 8 System 1.000 1.0 D+1.0 CG+1.0 PHI D+CG+PHI(Span 12) 9 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 1 10 System 1.000 1,0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 2 11 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 3 12 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 4 13 System I.000 1.0 D+LO CG+1.0 PF2 D+CG+PF2-Pattern 5 14 System 1.000 1.0 D+LO CG+1.0 PF2 D+CG+PF2-Pattern 6 15 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+P172-Pattern 7 16 System Derived 1.000 I.0D+1.0CG+0.6W1>+0.6WB1> D+CG+W1>+WB1> 17 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6WBI> D+CG+<W2+WB1> 18 System Derived 1.000 D+0.6CU+0.6W1>+0.6WBI> D+CU+W1>+WB1> 19 System Derived 1,000 .6D+0.6CU+0.6<W2+0.6WB1> D+CU+<W2+WBI> 20 System Derived 1.000 [.6 .OD+I.00G+0.75L+0.45W1>+0.45WBI> D+CG+L+W1>+WB1> 21 System Derived I.000 .0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB 1> D+CG+L+<W2+WB 1> File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. I Date: 8/29/2017 BL/TL ER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM ""-_,", P"m Page: 21 of 169 22 System Derived 1.000 I.0D+I.0CG+0.75S+0,45W1>+0.45WB1> D+CG+S+W1>+WB1> 23 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB 1> D+CG+S+<W2+WB 1> 24 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6<WB1 D+CG+W1>+<WB1 25 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB 1 D+CG+<W2+<WB 1 26 System Derived 1.000 D.6D+0.6CU+0.6W1>+0.6<WBI D+CU+W1>+<WB1 27 System Derived 1.000 D.6 D+0.6 CU+0.6<W2+0.6<WB 1 D+CU+<W2+<WB 1 28 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45<WBI D+CG+L+WI>+<WB1 29 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB 1 D+CG+L+<W2+<WB 1 30 System Derived 1.000 1.0D+I.0CG+0.75S+0.45W1>+0.45<WBI D+CG+S+W1>+<WB1 31 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0,45<WB 1 D+CG+S+<W2+<WB 1 32 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6 WB2> D+CG+W 1>+WB2> 33 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB2> D+CG+<W2+WB2> 34 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6 WB2> D+CU+W 1>+WB2> 35 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB2> D+CU+<W2+WB2> 36 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45 WB2> D+CG+L+W i>+WB2> 37 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB2> D+CG+L+<W2+WB2> 38 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45 WB2> D+CG+S+W 1>+WB2> 39 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB2> D+CG+S+<W2+WB2> 40 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6<WB2 D+CG+W 1>+<WB2 41 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB2 D+CG+<W2+<WB2 42 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB2 D+CU+W 1>+<WB2 43 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB2 D+CU+<W2+<WB2 44 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45<WB2 D+CG+L+W 1>+<WB2 45 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB2 D+CG+L+<W2+<WB2 46 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45<WB2 D+CG+S+W 1>+<WB2 47 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB2 D+CG+S+<W2+<WB2 48 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB3> D+CG+Wl>+WB3> 49 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB3> D+CG+<W2+W B3> 50 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB3> D+CU+Wl>+WB3> 51 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB3> D+CU+<W2+WB3> 52 System Derived 1.000 1.0D+1.0CG+0.75L+0.45W1>+0.45WB3> D+CG+L+W1>+WB3> 53 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB3> D+CG+L+<W2+WB3> 54 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45 WB3> D+CG+S+W 1>+WB3> 55 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB3> D+CG+S+<W2+WB3> 56 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6<WB3 D+CG+WI>+<WB3 57 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB3 D+CG+<W2+<WB3 58 System Derived 1.000 .6D+0.6CU+0.6W1>+0.6<WB3 D+CU+W1>+<WB3 59 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB3 D+CU+<W2+<WB3 60 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45<WB3 D+CG+L+W l>+<WB3 61 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB3 D+CG+L+<W2+<WB3 62 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45<WB3 D+CG+S+W 1>+<WB3 63 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB3 D+CG+S+<W2+<WB3 64 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6 WB4> D+CG+W 1>+WB4> 65 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB4> D+CG+<W2+WB4> 66 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6 WB4> D+CU+W 1>+WB4> 67 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB4> D+CU+<W2+WB4> 68 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45WB4> D+CG+L+W1>+WB4> 69 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB4> D+CG+L+<W2+WB4> 70 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45 WB4> D+CG+S+W 1>+WB4> 71 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB4> D+CG+S+<W2+WB4> 72 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6<WB4 D+CG+WI>+<WB4 73 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB4 D+CG+<W2+<WB4 74 System Derived 1.000 .6 D+0.6 CU+0.6 W 1>+0.6<WB4 D+CU+W]>+<WB4 75 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB4 D+CU+<W2+<WB4 76 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45<WB4 D+CG+L+W 1>+<WB4 77 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB4 D+CG+L+<W2+<WB4 78 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45<WB4 D+CG+S+W 1>+<WB4 79 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB4 D+CG+S+<W2+<WB4 80 System Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 81 System Derived 1.000 0.6 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 82 System Derived 1.000 1.0 D+1.0 CG+0.7<EB+0.7 EG+ D+CG+<EB+EG+ 83 System Derived 1 1.000 P.6 D+0.6 CU+0.7<EB+0.7 EG- D+CU+<EB+EG- Desi n Load Combinations-Girt No. Origin Factor Application Description 1 System 1.000 0.7 E> D 2 System 1.000 0.7<E <E File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 22 of 169 3 System Derived 1.000 .6W1>+0.6WB1> W1>+WB1> 4 System Derived 1.000 M<W2+0.6WBI> W2+WB1> 5 System Derived 1.000 0.6W1>+0.6<WB1 W1>+<WB1 6 System Derived 1.000 .6<W2+0.6<WB 1 <W2+<WB 1 7 System Derived 1.000 M W1>+0.6 WB2> W I>+WB2> 8 System Derived 1.000 0.6<W2+0.6 WB2> <W2+WB2> 9 System Derived 1.000 0.6 W1>+0.6<WB2 W 1>+<WB2 10 System Derived 1.000 0.6<W2+0.6<WB2 <W2+<WB2 l l System Derived 1.000 .6 W1>+0.6 WB3> W1>+WB3> 12 System Derived 1.000 0.6<W2+0.6 WB3> <W2+WB3> 13 System Derived 1.000 0.6W1>+0.6<WB3 W1>+<WB3 14 System Derived 1.000 0.6<W2+0.6<WB3 <W2+<WB3 15 System Derived 1.000 0.6 W1>+0.6 WB4> I>+WB4> 16 System Derived 1.000 0.6<W2+0.6 WB4> <W2+WB4> 17 System Derived 1.000 0.6 W1>+0.6<WB4 W 1>+<WB4 18 System Derived 1.000 0,6<W2+0.6<WB4 <W2+<WB4 19 System Derived 1 000 0.7 EB> EB> 'i System Derived 1 1.000 P,7<EB <EB Deflection Load Combinations-Purlin No. I Origin Factor Deflection Application Description 1 System 1.000 150 1.0 L L 2 System 1.000 180 1.0 SMS SMS 3 System 1.000 180 0.42 W1> W1> 4 System 1.000 180 0.42<W2 <W2 Deflection Load Combinations-Girt No. Origin Factor I Deflection Application Description 1 System 1.000 90 0.42 Wl> W1> 2 System 1.000 90 0 42<W2 <W2 3 System 1.000 90 0.5 E> E> 4 Svstem 1.000 90 0-5<E <E File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Sutler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM _,.I__�.._ _..-..._ Page: 23 of 169 Wall: I g vvvvv crate Tilt-Wa I 16x14 Roll Up c 07 H DR y_ CIL Dimension Key 1 1'-7 3/4" 2 3'-0" 3 1'-6" 4 2'-2" 5 0'-0" 6 2'-6" 7 3'-4" 8 P-0" 9 2'-8" 10 4'-6" 11 4'-0" 12 4'-2" Maximum Secondary Designs for Sha pe Unit 1-Building on Side 1 Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status in.) Bnd Shr Cmb We Cs (in.) Bnd Shr Cmb We Cs Bud Shr Cmb We Cs (in) 2,1 22.93 8.500.060 Z Con-60.0 Yes 10.5 0.59 0.40 0.71 0.00 3 0.38 0.22 0.43 0.00 3 10.5 2,2 20.67 8.500.060 Z Con-60,0 Yes 10.5 0.38 0.16 0.41 0.00 3 10.5 0.63 0.29 0.70 0.00 3 0.25 0.13 0.28 0.00 3 10.5 2,3 22.00 8.50xO.O6O Z Con-60.0 Yes 10.5 0.25 0.17 0.30 0.00 3 10.5 0.62 0.00 0.38 0.00 3 0.30 0.15 0.24 0.00 4 10.5 2,4 15.50 8.50x0.060 Z Con-60.0 Yes 10.5 0.30 0.09 0.21 0.00 4 10.5 0.58 0.18 0.40 0.00 4 0.54 0.14 0.35 0.00 4 10.5 2,5 24.67 8.50x0.060 Z Con-60.0 Yes 34.5 0.54 0.23 0.40 0.00 4 34.5 0.75 0.57 0.94 0.00 3 0.92 025 0.61 0.00 4 34.5 2,6 25.33 8.500.068 Z Con-60.0 Yes 46.5 0.85 0.32 0.91 0.00 3 46.5 0.76 0.45 0.89 0.00 3 3,1 3.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.00 0.00 3 4,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.00 0.00 3 5,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.00 0.00 3 6,1 5.00 8.500.060 C Sim-60,0 Yes 0.0 0.01 0.02 0.03 0.00 3 7,1 5.00 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.02 0.02 0.00 3 8,1 5.00 8.500.060 C Sim-60,0 Yes 0.0 0.01 0.02 0.02 0.00 3 9,1 22.93 8.500.060 Z Con-60.0 Yes 10.5 0.66 0.44 0.80 0.00 3 0.42 0.23 0.48 0.00 3 10.5 9,2 20.67 8.500.060 Z Con-60.0 Yes 10.5 0.42 0.19 0.46 0.00 3 10.5 0.70 0.35 0.78 0.00 3 0.30 0.17 0.34 0.00 3 10.5 9,3 22.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.30 0.19 0.35 0.00 3 10.5 0.64 0.00 0.00 0.00 3 0.35 0.16 0.26 0.00 4 10.5 9,4 15.50 8.50x0.060 Z Con-60.0 Yes 10.5 0.35 0.11 0.24 0.00 4 10.5 0.59 0.20 0.41 0.00 4 0.41 0.12 0.28 0.00 4 10.5 9,5 24.67 8.50x0.060 Z Con-60.0 Yes 34.5 0.41 0.18 0.31 0.00 4 16.5 0.79 0.41 0.89 0.00 3 0.59 0.25 0.64 0.00 3 16.5 9,6 25.33 8.50x0.060 Z Con-60.0 Yes 46.5 0.59 0.25 0.64 0.00 3 22.5 0.87 0.46 0.99 0.00 3 10,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.03 0.03 0.00 3 11,1 22.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.66 0.00 0.40 0.00 3 0.28 0.16 033 000 3 10.5 11,2 15.50 8.500.060 Z Con-60.0 Yes 10.5 0.28 0.14 0.32 000 3 10.5 0.54 0.23 0.48 0.00 4 12,1 7.48 8.500.060 Z Sim-60.0 Yes 0.0 0.15 0.00 0.09 0.00 3 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER 9Ut1o.Manu1"turinp 17-017737 Calculations Package Time:04:30 PM Page: 24 of 169 13,1 6.38 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 14,1 15.50 8.500.060 Z Con-60.0 Yes 10.5 0.62 0.35 0.52 0.00 4 0.35 0.22 0.41 0.00 3 10.5 14,2 24.67 8.500.060 Z Con-60.0 Yes 34.5 0 35 0.23 0.42 0.00 3 16.5 0.87 0.41 0.96 0.00 3 0.70 0.25 0.74 0.00 3 16.5 14,3 25,33 8.500-068 Z Con-60.0 Yes 46.5 0 70 0.29 0.76 0.00 3 34.5 0.92 0.46 1.03 0.00 3 15,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.20 0.05 0.18 0.00 3 16,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.11 0.01 0.10 0.00 3 17,1 15.50 8.500.060 Z Con-60.0 Yes 10.5 0.36 0.27 0.45 0.00 3 0.39 0.18 0.43 0.00 3 10.5 17,2 24.67 8.500.060 Z Con-60.0 Yes 34.5 0 39 0.25 0.46 0.00 3 34.5 0.74 0.54 0.91 0.00 3 0.89 0.24 0.60 0.00 4 34.5 17,3 23.33 8.500.068 Z Con-60.0 Yes 46.5 0 83 0.32 0.89 0.00 3 46.5 0.73 0.45 0.86 0.00 3 183 17.67 8.500.060 Z Sim-60.0 Yes 0.0 0.69 0.00 0.42 0.00 3 19,1 9.00 8.500.060 C Sim-60.0 Yes 0.0 0.07 0.00 0.00 0.00 3 20,1 3.81 8.500.060 Z Sim-60.0 Yes 0.0 0.02 0.05 0.05 0.00 3 21,1 3.00 8.500.060 Z Sim-60.0 Yes 0.0 0.02 0.00 0.00 0.00 3 22,1 9.00 8.500,060 C Sim-60.0 Yes 0.0 0.02 0.00 0.00 0.00 3 23,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.13 0.10 0.15 0.00 3 24,1 8,00 8.500.060 C Sim-60.0 Yes 0.0 0.16 0.02 0.15 0.00 3 25,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.17 0.02 0.16 0.00 3 26,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 27,1 3.00 8.500.060 Z Sim-60.0 Yes 0.0 0.03 0.00 0.00 0.00 3 28,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 29,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.11 0.02 0.10 0.00 3 30,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.14 0.03 0.13 0.00 3 31,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.10 0.01 0.10 0.00 3 32,1 150 8.500.060 Z Sim-60.0 Yes 0.0 0.02 0,00 0.01 0.00 3 33,1 3.00 8.500.060 Z Sim-60.0 Yes 0.0 0.03 0.00 0.00 0.00 3 1 34,1 3.33 8.500.060 Z Sim-60.0 Yes 0.0 0.04 0.00 0.00 0.00 3 35,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 36,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.00 0.00 3 37,1 8.00 8.50x0,060 C Sim-60.0 Yes 0.0 0.10 0-05 0.10 0.00 3 38,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.10 0.05 0.10 0.00 3 1 39,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.11 0.05 0.11 0.00 3 1 40,1 14.83 8.500.060 Z Sim-60.0 Yes 0.0 0.76 0.00 0.46 0.00 3 41,1 10.00 8.50xO.O6O C Sim-60.0 Yes 0.0 0.40 0.13 0.39 0.00 3 42,1 3.00 8.500.060 Z Sim-60.0 Yes 0.0 0.00 0.03 0.03 0.00 3 43,1 3.00 8.500.060 Z Sim-60.0 Yes 0.0 0.00 0.03 0.03 0.00 3 Maximum Secondary Deflections for Shape Unit 1-Building on Side 1 Design Id Sea rent DcIIection(in.) Ratio Location(ft) Load Case Description 2 1 0.68 (L/403) 10.00 1 0.42W1> 2 2 -0.10 (L/2601 ) 27.71 1 0.42W1> 2 3 0.35 (L/761 ) 54.88 I 0.42W1> 2 4 -6.12 (L/1588) 74.38 I 0.42W1> 2 5 0,45 (L/662) 91.38 I 0.42W1> 2 6 0.98 (L/311 ) 120.04 1 0.42W1> 3 1 - 4 1 5 1 6 1 7 1 - 8 1 9 1 068 (L/402) 1000 I 0.42W1> 9 2 -0 07 (L/3663) 26.21 I 0.42W 1> 9 3 034 (L/771 ) 54.88 I 0.42W1> 9 4 -0 09 (L/2146) 73 38 I 0.42W1> 9 5 0.37 (L/799) 91.88 1 0.42W1> 9 6 0.80 (L/379) 120.54 1 0.42W1> 10 1 - - - - - 11 1 0.39 (L/677) 950 1 0.42W 1> 11 2 -0.03 (L/5856) 24.88 1 0.42W 1> 12 1 0.00 (L/7194) 3 50 1 0.42W1> 13 1 - - - - - 14 1 0.10 (L/1842) 6.00 1 0.42W 1> 14 2 -0.27 (L/1116) 26-38 2 0.42<W2 14 3 L19 (L/255) 5454 1 0.42W1> 15 1 0.00 (L/3720) 4.00 1 0.42W1> 16 1 0.00 (L/5898) 4.00 1 0.42W1> 17 1 0.04 (L/4749) 1200 2 0.42<W2 File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 25 of 169 17 2 0.36 (L/813) 25.88 1 0.42W1> 17 3 1.01 (L/302) 54.54 1 0.42W1> 18 i 0.25 (L/731 ) 7.50 1 0.42W1> 19 1 - 20 I - - 21 1 - 22 I - 23 I 0.00 (L/4514) 4.00 1 0.42W1> 24 1 0.00 (L/4290) 4.00 1 0.42W1> 25 1 0.00 (L/4000) 4.00 I 0.42W1> 26 1 - - 27 1 - - 28 I - - 29 1 0.00 (L/5123) 5.00 I 0.42W1> 30 1 0.00 (L/4284) 5.00 I 0.42W1> 31 1 0.00 (L/5535) 5.00 I 0.42W1> 32 - 33 - 34 I - - 35 I - - 36 I - - 37 1 0.00 (L/7502) 4.00 I 0.42W 1> 38 1 0.00 (L/7751 ) 4.00 I 0.42W1> 39 1 0.00 (L/6857) 4.00 1 0.42W1> 40 1 0.26 (L/692) 7.50 I 0.42W I> 41 1 0.08 (L/1554) 5.00 I 0.42W 1> 42 - 43 File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 surLEFz utler Manufacturing 17-017737 Calculations Package Time:04:30 PM ""B Page: 26 of 169 Welded Girt(Id=1,1) Frame Member Sizes Mem, Fig Width Fig Thk We Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) O (ksi) (ksi) Jt.l Jt 2 25000 6.00 0.2500 0.1644 12.00 12.00 8.40 139.8 5500 5500 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 11.37 185.8 55.00 55.00 SS SS 3P Total Frame Weight=325.6 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. Jt. Type Thick. Height Length Fv Diam Sec/Jt. Bolts Rows Gage Pitch a Size Side C Depth Id No. in. in in. ksi in, n r in. in. in, in. in. in. ]_1 I ST 0,375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FI 4,25 0,25 TI 2 ST 0.375 TOO 4.50 55 0-750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO/FI 3.92 1.25 Required Strength Available Strength Ratio Min.Thickness Mem. Jt. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I Group Shear Ratio Web Id No. Case k k in-k k Dea. C % % % % in. in. 0.00 -2.34 000 2.34 0.0 1.03 0.19 OAS 0.07 0.38 OK->Cli LocalBuck]in 0.0289 0.1875 1.1 2 ] 0.00 2.34 OAO 2.34 0.0 1.03 0.19 0 18 0.09 0.54 OK->ColumnWebRU ture 0.0289 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 22/10/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in Flexure k k in-k in-k k k in-k I in-k Flexure 25000 11.42 12.00 1 0.0 -160.3 0.0 18.1 182.0 122.3 0.88 25000 0.00 1200, 1 -2,3 3L5 0.07 25001 0.00 12.00 I 0.0 -160.3 0.0 1&1 182.0 1223 0.88 25001 11.42 12.00 1 1 231 1 3151 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Alin Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in in in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 11.42 274.00 274.0 274.0 4.89 1.50 124.40 900 20.73 3.0(1 23 0 4.58 0.08 310.79 1.141 1.00 1.11 0.92 1.00 25001 0.00 274.00 274.0 274.0 4.89 1 50 124.40 9.00 20.73 3.00 23.06 4.58 0.08 310.79 L141 1.00 1.11 0.921 1.00 Defcction Load Combinations-Framin No. Origin Factor I DefH DefV Application Description 1 System 1.000 90 90 0.42 W1> W1> 2 System 1 000 90 90 .42<W2 <W2 3 System 1.000 90 90 .5 E> E> 4 System 1.000 90 90 .5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt(ld=1,1 Description Ratio Deflection(in-) Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1103) -0.248 25001 1 4 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-01773 7 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 Bur�fir Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM """ Page: 27 of 169 Welded Girt(Id=1,2) Frame Member Sizes Men. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) O (ksi) (ksi) Jt.l Jt2 25000 6.00 0.2500 0.1644 12.00 12.00 10.28 167.8 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 10.28 167.8 55.00 55.00 SS SS 3P Total Frame Weight=335.6 (p) (Includes all plates) Spandrel Beam Connection Design(ASD) Connection Plate It Group Edee Weld Beam Cope Mem. Jt Type Thick. I Height Len2th I Fy Diam. Sec/Jt, lBoltsiRows Ga e I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in, in. in. in. in. in. 1.2 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2(-0.1250 FO/FI 3.92 1.25 1,2 2 ST 0.375 1 7.00 4.50 55 0.750 A325N/ST 2 1 1 0.00 3.00 2.50 (2(-0.1250 FO/FI 3.92 1 25 Required trength Available Stren th Ratio Min Thickness Mem. I R. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id 1No.1 Case k * k in-k k Dee. C % % % % in. in. 1,2 1 1 0.00 -2.12 0.00 12.121 0.0 1.03 0.17 0.16 0.08 0,54 OK->ColumnWebRU ture 0,0261 0.0884 1.2 2 1 0.00 -2.12 0.00 12.121 0.0 1.03 0.17 0.16 0.08 0.54 OK->ColumnWebRu ture 0.0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 20/8/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controllina Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 ) ControllinR Cases Required Stren h Available Strength Stren th Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mex Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 10.33 12.00 1 0.0 -131 3 0.0 22.0 213.4 1223 0.62 25000 0.00 12.00 1 -2.1 31.5 0.07 25001 0.00 12.0 1 00 -131.3 0.0 22. 213.4 122.3 0.62 25001 10.33 12.0 1 1 1 2.1 1 31.5 1 0.07 Parameters Used for Axial and Flexural Desi n Mem. Loc. Lx Ly/Lt I Lb I Ag I Afn I Ixx I Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft I in. I in. in, I in.2 L in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 10.33 248.00 248. 248.0 4.891 1.501 124.401 9.0 20.73 3.0 23.0 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.0 25001 0.00 248.00 248. 248.0 4.89 1.50 124.40 9.00 20.73 3.0 23.0 4.58 0.08 310.79 1.14 1.0 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Oriein Factor I DefH DefV Application Description 1 System 1.000 90 90 [.42WI> l> 2 System 1.000 90 90 .42<W2 W2 3 System 1.000 90 90 .5 E> E> 4 System 1.000 90 90 .5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt(ld=1,2 Description I Ratio Deflection(in.) I Member Joint I Load Case Load Case Description Max.Horizontal Deflection L/1488) 1 -0.167 1 25001 1 1 4 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butl Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM " er""°'&- Page: 28 of 169 Welded Girt(Id=1,3) Frame Member Sizes Mem. Fig.Width Fig Thk Web Thk Depth Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) ) (ksi) (ksi) Jt.I Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 10.95 178.9 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 10.95 179.8 55.00 55.00 SS SS 3P Total Frame Weight=358.7 (p) (Includes all plates) S andrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Co e Mem. ft. Type Thick. Height Length Fv Diam. Sec/Jt BoltslRowsl Gage I Pitch I 'a Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in in, in. in. 1,3 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2 FO/ .50 (2(-0.1250 FI 3.92 1.25 1,3 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 1 2.50 (2(-0.1250 FO/FI 2.92 1.25 Required Strength Available Stren th Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr I Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id INo.1 Case k k in-k k Deg. C % % % % in. in. 1,3 1 1 0.00 -2.26 0.00 12.261 0.0 1.03 0.18 0.17 0.08 0.54 OK->ColumnWebRU ture 0.0278 0.0884 1.3 2 1 0.00 -2.26 0.00 12.261 0.0 1.03 0.18 0.17 0.08 0.54 OK->ColumnWebRu ture 0.0278 0.0884 Boundary Condition Summary Member X-Loc I Y-Loc I Su pp.X Supp Y Moment I Displacement X(in.) I Displacement Y(in.) I Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 22/0/0 0/0/0 1 No Yes No 0/0/0 0/0/0 1 0.0000 Frame Design Member Summary-ControllinP Load Case and Maximum Combined Stresses per Member(Locations are from Joint I ) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial I Shear Mom-x I Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Ve Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 11.00 12.00 1 0. -148.8 00 19.5 1930 122.3 0.77 25000 0.00 12.00 1 2.3 31.5 0.07 25001 0.00 12,00 1 0. -148.8 0. 19.5 193.0 122.3 0.77 25001 11.00 12.00 1 2.3 31.5 0.07 Parameters Used for Axial and flexural Design Mem. Loc. I Lx I Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc I Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 11.001264.001 264.1 264 0 4.89 1.50 124.40 9.00 20.73 3.0 23.0 4.58 0.08 310.7 1.14 1.0 1.11 0.92 1.00 25001 0.00 264.00 264. 264.0 489 1.5 124.40 A A 9.00 20.73 3.0 23.0 4.58 0.08 310.7 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framing No. Ori in Factor DefH DefV Application Description 1 System 1.000 90 90 0.42 W1> W1> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1,000 90 90 0.5<E <E Controging Frame Deflection Ratios for Cross Section:Welded Girt(Id=1,3) Description Ratio Deflection(in-) Member Joint Load Case Load Case Description Max.Horizontal Deflection I (L/1233) -0.214 25001 1 4 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/201 7 BUTLER Sutler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 29 of 169 Wall: 2 Q Q Q ® Q 10 11 12 13 14 Concrete Ti 0 DR 1 x4R1DR2 3070 DR3 Gal 21,*_(r ;)a-n" 25•-rr• AlXV-m 2s.cr A. MCI' .,M-U' gl 25:-a' 11 Dimension Key 1 1'-0" 2 3'-101/2" 3 3'-0" Maximum Secondary Designs for Sha pe Unit 1-Bui ing on Side 2 Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs (in.) 1,1 26.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.92 0.00 0.00 0.00 3 0.47 0.22 0.52 0.00 3 10.5 1,2 25.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.47 0.20 0.51 0.00 3 10.5 0.88 0.34 0.77 0.00 4 0.32 0.17 0.36 0.00 3 10.5 1,3 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.32 0.17 0.36 0.00 3 10.5 0.67 0.29 0.61 0.00 4 0.36 0.17 0.40 0.00 3 10.5 1,4 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.36 0.19 0.40 0.00 3 10.5 0.57 0.35 0.67 0,00 3 0.35 0.18 0.39 0.00 3 10.5 1,5 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.17 0.39 0.00 3 10.5 0.65 0.29 0.59 0.00 4 0.35 0.17 0.39 0.00 3 10.5 1,6 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0.40. 0.00 3 10.5 0.56 0.34 0.65 0.00 3 0.35 0.18 0,39 0.00 3 10.5 1,7 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.17 0,39 0.00 3 10.5 0.65 0.29 0.59 0.00 4 0.35 0.17 0.39 0.00 3 10.5 1,8 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0.40 0.00 3 10.5 0.56 0.34 0.65 0.00 3 0.35 0.18 0.39 0.00 3 10.5 1,9 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.17 0.39 0.00 3 10.5 0.67 0.29 0.60 0.00 4 0.36 0.17 0.40 0.00 3 10.5 1,10 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.36 0.19 0.40 0.00 3 10.5 0.57 0.35 0.67 0,00 3 0.32 0.18 0.37 0.00 3 10.5 1,11 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.32 0.16 0.36 0.00 3 10.5 0.87 0.31 0.75 0.00 4 0.46 0.18 0.49 0.00 3 10.5 1,12 26.00 8.500.060 Z Con-60.0 Yes 10.5 0.46 0.23 0.51 0.00 3 10.5 0.74 0.43 0.85 0.00 3 2,1 26.00 8.500.060 Z Con-60.0 Yes 10.5 0.85 0.00 0.59 0.00 3 0.45 0.21 0.49 0.00 3 10.5 2,2 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.45 0.19 0.49 0.00 3 10.5 0.85 0.33 0.74 0.00 4 0.32 0.17 0.36 0.00 3 10.5 2,3 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.32 0.17 0.36 0.00 3 10.5 0.66 0.29 0.60 0.00 4 0.35 0.17 0.39 0.00 3 10.5 2,4 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0.40 0.00 3 10.5 0.56 0.34 0.66 0.00 3 0.34 0.18 0.39 0.00 3 10.5 2,5 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.34 0.17 0.38 0.00 3 10.5 0.64 0.29 0.58 0.00 4 0.35 0.17 0.38 0.00 3 10.5 2,6 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0.39 0.00 3 10.5 0.55 0.34 0.65 0.00 3 0.34 0.18 0.39 0.00 3 10.5 2,7 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.34 0.17 0.38 0.00 3 10.5 0.64 0.28 0.58 0.00 4 0.35 0.17 0.38 0.00 3 10.5 2,8 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0.39 0,00 3 10.5 0.55 0.34 0.65 0.00 3 0.34 0.18 0.39 0.00 3 10.5 2,9 25.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.34 0.17 0.38 0.00 3 10.5 0.66 0.29 0.60 0.00 4 0.35 0.17 0.39 0.00 3 10.5 2,10 25.00 8.50x0.060 Z Con-60,0 Yes 10.5 0.35 0.19 0.40 0.00 3 10.5 0.56 0.35 0.66 0.00 3 0.31 0.18 0.36 0.00 3 10.5 2,11 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.31 0.16 0.35 0.00 3 10.5 0.87 0.30 0.74 0.00 4 0.46 0.18 0.49 0.00 3 10.5 2,12 26.00 8.500.060 Z Con-60.0 Yes 10.5 0.46 0.23 0.51 0.00 3 10.5 0.74 0.43 0.85 0.00 3 3,1 9.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.03 0.00 0.00 0.00 3 4,1 5.00 8.500.060 C Sim-60.0 Yes 0.0 0.03 0.06 0.07 0.00 3 5,1 5.00 8.500.060 C Sim-60.0 Yes 0.0 0.03 0.07 0.07 0.00 3 6,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.04 0.07 0.08 0.00 3 7,1 9.00 8.500.060 C Sim-60.0 Yes 1 0.0 1 1 0.03 0.00 0.00 0.00 3 Maximum Secondary Deflections for Shape Unit 1-Buildine on Side 2 Design Id I Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.78 (L/385) 12.00 1 0.42W1> 1 2 -0.17 (L/1723) 39.88 2 0.42<W2 1 3 0.27 (L/1097) 63.38 1 0.42WI> 1 4 031 (L/978) 88.88 1 0.42W I> 1 5 0.23 (L/1285) 113.38 1 0.42W1> 1 6 0.32 (L/943) 138.38 1 0.42W1> File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM .ramw er Manufacturing turfing Page: 30 of 169 1 7 0.23 (L/1308) 163.38 1 0.42W1> 1 8 0.32 (L/931) 188.38 1 0.42W 1> 1 9 0.22 (L/1373) 213.38 1 0.42W1> 1 10 0.36 (L/832) 238.88 1 0.42W1> 1 11 -0.09 (L/3225) 262.38 2 0.42<W2 1 12 0.85 (L/354) 289.88 1 0.42W1> 2 1 0.72 (L/418) 12.00 1 0.42W1> 2 2 0.19 (L/1594) 39.88 1 0.42W1> 2 3 0.26 (L/1136) 63.38 1 0.42W I> 2 4 0.30 (L/985) 88.88 1 0.42W1> 2 5 0.23 (L/1309) 113.38 1 0.42W1> 2 6 0.31 (L/953) 138.38 1 0.42W1> 2 7 0.23 (L/1330) 163.38 1 0.42W1> 2 8 0.32 (L/942) 188.38 1 0.42W1> 2 9 0.21 (L/1399) 213.38 1 0.42W1> 2 10 0.36 (L/838) 238.88 1 0.42W1> 2 11 -0.09 (L/3444) 262.38 2 0.42<W2 2 12 0.85 (L/351) 289.88 1 0.42W1> 3 1 - 4 1 - 5 1 - 6 1 - - 7 1 File: 17-017737 Version:2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 31 of 169 Welded Girt(Id=8,1) Frame Member Sizes Mem, Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in) (in.) (in.) (in) (in) (ft) O (ksi) (ksi) Jt.I it 25000 600 0.2500 0.1644 12.00 12.00 l L83 195.1 5500 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=400.6 (p) (Includes all plates) Spandrel Beam Connection Design(ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick Heieht Length Fv Diam. Sec/Jt, Bolts Rows Gage Pitch a' Size Side C Depth Id No. in. in. in ksi in. n r in in in. in. in. in _T7 1 I ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FI 4.25 0.25 8,1 2 ST 0-375 7.00 4.50 55 0750 A325N/ST 2 1 000 3.00 2.50 (2(-0.1250 FO 3.91 1.50 Required Strength Available Strength Ratio Min Thickness Mem. Jt. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max Description Beam Column Moment Grog Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 8'1 1 3 -0.01 -2.18 0.00 2.18 0.3 1.03 0.18 0.16 0.06 0.38 OK->Cli LocalBucklin 0.0269 0.1875 8,1 2 3 0.01 -2.14 0.00 2.14 0.3 1.03 0,17 0.16 6.07 0.47 OK->ColumnWebRg ture 0.0264 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X I Supp Y Moment Displacement X(in.) Displacement Y(in.) Dis lacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No I Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summan•-Controllinp Load Case and Maximum Combined Stresses per Member Locations are from Joint 1) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No ft in Flexure k k in-k in-k k k in-k in-k Flexure 25000 1250 12.00 17 -0 0 -16L8 0.0 15.1 158.1 122.3 1.02 25000 0.00 12.00 3 -2.2 31.5 0.07 25001 0.00 12.00 17 -0.0 -161.8 0.0 15.1 158.1 122.3 1.02 25001 12.50 12.001 3 2 Il 1 3L51 1 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb I Rpg Rpc Qs dQallo. ft in. in in. in.2 in.2 in.4 in.4 in.3 m.3 in.3 in.3 in.4 m.6 25000 12.50300.00 300. 300.0 4.89 1.50 124.40 9.00 20.73 30 23.0 4.58 0.08 31079 1.14 1.00 1.11 0.9 25001 0.00 300.00 300. 300.0 4.89 1.50 124.40 9.00 20.73 3 0 23.0 4.58 0.08 310.79 1.14 1.00 1.11 0,92 Deflection Load Combinations-naming No. Origin Factor I DefH DefV Application Description 1 System 1.000 90 90 [.42WI> WI> 2 System 1.000 90 90 .42<W2 <W2 3 System 1.000 90 90 .5 E> E> 4 System 1.000 90 90 .5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt Id=B,11 Description Ratio Deflection(in) Member I Joint Load Case Load Case Description Max.Horizontal Deflection (L/1018) 0.295 25001 1 1 1 WI> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version:2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 32 of 169 Welded Girt(Id=8,2) Frame Member Sizes Mem. Fig Width Rg Thk Web Thk Depth] Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) O (ksi) (ksi) Jt.I JL2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.1 (p) (Includes all plates) S andrel Beam Connection Desi n(ASD) Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. I Type Thick. I Height Length I Fy Diam. Sec/Jt. Bolts Rows Gage Pitch V Size Side C Depth Id No.1 in. I in, in, ksi in. n r in. in. in. in. in. in. 8.2 1 ST 0.375 1 7.00 4.50 1 55 0.750 A325N/ST 2 ] 0.00 3.00 2.50 (2(-0.1250 FO 3.91 1.50 72 2 ST 0.375 1 7.00 4.50 1 55 0.750 A325N/ST 2 1 0.00 1 3.00 1 2.50 (2(-0.1250 FO 3.91 1.50 Required Strength Available Strength Ratio Min.Thickness Mem. it, Load Axial Shear Beam Pr I Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k kfDe . C % % % % in. in. 8,2 1 3 0.02 2.12 0.00 2.10.6 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRu tore 0.0261 0.0884 8,2 2 3 0.02 2.12 0.04 2.10.6 1.03 0.17 0.16 0.07 0.47 OK->Co]umnWebRu ture 0.0261 0.0884 Boundary Condition Summary Member I X-Loc Y-Loc Supp X I Supp.Y Moment Displacement X(in.) Dis lacemcnt Y(in:Q Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 1 25/0/0 0/0/0 No I Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controllina Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Man-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mex Mcy + Shear No. I ft I in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.0 17 -0.0 -159.0 0.0 15.1 1582 122.3 1.01 25000 0.00 12.0 3 -2,1 31 5 007 25001 0.00 12.0 17 -0. -159.0 00 15,1 1582 122.3 1.01 25001 12.50 12.001 3 2.11 1 31.51 1 1 0,07 Parameters Used for Axial and Flexural Desi a Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpe Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.501300.01 300.1 300.0 4.8 1.50 124.4 9.00 20.73 3.0 23.0 4.58 0.08 310.79 1.14 1.00 1.11 092 1 00 25001 0.00 300.00 300. 300.0 4.89 1.50 124.40 9.00 20.731 3,00 23.0 4.5 0.08 310.791 1.14 1 001 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 W1> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 ).5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt(Id=8.2) Description Ratio Deflection(in.) Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 W1> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 33 of 169 Welded Girt(Id=8,3) Frame Member Sizes Mem. Fig Width Fig Thk Web Thk Depth Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) in_) (in.) (in.) (in.) (ft) ) (ksi) (ksi) JL1 JL2 25000 8.00 0,3750 0.1644 12.00 12.00 12.20 325.0 55.00 55.00 SS SS 3P 25001 8.00 0.3750 0.1644 12.00 I 12.00 12.20 325.0 55.00 55.00 SS SS 3P Total Frame Weight=650.0 (p) (Includes all plates) Spandrel Beam Connection Design(ASD) Connection Plate Bolt GroupEdge Weld Beam Co e Mem. R. e Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Ga e Pitch V Size Side C Depth Id Nod in. in. in. ksi in. n r in, in. in. in. in. in. 7 1 ST 0.375 10.00 7.50 55 0.750 A325N/ST 3 2 3.00 3.00 2.50 (2(-0.1250 FO 3.91 1.50 73 2 ST 0,375 10.00 7.50 55 0.750 A325N/ST 3 2 3.00 1 3.00 1 2.50 (2(-0.1250 FO 3.91 1.50 Required trength Available Stren th Ratio Min.Thickness Mem Jt Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg- C % % % % in. in. 8.3 1 19 38.93 0.00 0.00 38.93 90.0 6.00 0.54 0.50 0.86 0.86 OK->Ru tureAt:Beam Web 0.1412 0.1326 8.3 2 19 -38.93 0.00 0.00 38.93 90.0 6.00 0.54 0.50 0.86 0.86 OK->Ru tureAt:Beam Web 0.1412 0.1326 Boundary Condition Summa Member X-Loc Y-Loc Su pp.X Su pp,Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Dcsi2n Member Summary-Controllinp Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 ) Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. fir in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 10.42 12.0 19 -38.9 0.0 0.0 53.6 498.1 354.4 0.73 25000 0.00 12.00 3 -2.1 32.2 007 25001 10.42 12.00 19 -38.9 0.0 0.0 53.6 498.1 354.4 0.73 25001 12.50 12.00 3 1 2.11 32.2 0.07 Parameters Used for Axial and Flexural Design Mem. Loc, Lx I Ly/Lt I Lb I Ag I Afn I Ixx I Iyy I Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in-3 in.4 I in.6 25000 10-42 300.0 300. 300.0 7.85 3.00 222.29 32.00 37.05 8.0 40.0 12.08 0.3 1081.27 1.00 1.00 1.08 0.98 1.00 25001 10 42 300.0 300. 300.0 7.85 3.00 222.29 32.00 37.05 8.0 40.0 12.08 030 1081.27 1.00 1.00 1.08 0,98 1.00 Deflection Load Combinations-Framin No. Origin Factor DefH I DefV Application Description 1 System 1.000 90 90 0.42 W1> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt ItB Description Ratio Deflection in.) Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1853) 0.162 25001 1 1 W1> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated: File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 SUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 34 of 169 Welded Girt(Id=8,4) Frame Member Sizes Mein. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) in.) (in.) (in.) (in.) (ft) O (ksi) (ksi) Jt.I R.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55,00 SS SS 3P Total Frame Weight=411.1 (p) (Includes all plates) Spandrel Beam Connection Design(ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height I Length I Fy Diam. Sec/Jt. lBoltsiRo%vsl Gage I Pitch I V Size Side C De th Id No. in. in. in. ksi in. n r in. in. in. in. in, in. 8,4 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 (2(-0.1250 FO 3.91 1.50 8,4 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 (2(-0.1250 FO 3.91 1.50 Required Strength Available Stren th Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr I Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 8.4 1 13 -0.29 -2.12 0.00 12.14 7.9 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRU ture 0.0264 0.0900 8.4 2 13 0.29 -2.12 0.00 12.141 7.9 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0264 0.0900 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X I Su pp.Y Moment Displacement X(in.) Displacement Y(in.) Dis lacement ZZ rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No I Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-ControllinZ Load Case and Maximum Combined Stresses per Member(Locations are from Joint I ) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 7 0.2 -159.0 0-0 161.4 159.2 122.3 1.00 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 7 0.2 -159.0 0.0 161.4 159.2 122.3 100 25001 12.50 12.00 3 2.1 1 3 1.5 0.07 Parameters Used for Axial and Flexural Desi a Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300. 300. 4.8 1.50 124.40 9.00 20.73 3.01 23.06 4,58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.0 300.00 300. 300.0 4.8 1,50 124.40 9.00 20.73 1001 11 Q6 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.0 Deflection Load Combinations-Framia No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 .42 W 1> W l> 2 System 1.000 90 90 .42<W2 <W2 3 System 1.000 90 90 .5 E> E> 4 System 1.000 90 90 1.5<E <E Controlliap Frame Deflection Ratios for Cross Section:Welded Girt Id- .4 Description Ratio Deflection(in.) I Member I Joint Load Case Load Case Description Max Horizontal Deflection (L/1037) 0.289 1 25001 1 1 1 W1> •Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM "� 1B1 Page: 35 of 169 Welded Girt(Id=8,5) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Sp]ice Codes Shape No. in_) (in.) (in.) in.) (in.) (ft) ) (ksi) (ksi) Jtl Jt2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 1 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.1 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Edge Weld Beam Cope Mem_ Jt. Type Thick. Height Length Fv Diam. Sec/Jt. Bolts Rows Gage Pitch 'a' Size Side C Depth Id lNo.1 in. in. in. ksi in. n r in. in. in. in. in. 8,5 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 3.91 1 1.50 8,5 1 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 1 2.50 (2(-0.1250 FO 3.91 1.50 Required Strength Available Streit th Ratio Min.Thickness Mem. R. Load Axial Shear Beam Pr I Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No Case k k in-k k Deg. C % oho % % in. in. 8.5 1 13 -0.28 -2.12 0.00 12.14 7.6 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRU ture 0.0264 0.0901 8.5 2 13 028 -2,12 0.00 12.1AI 7.6 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0264 0.0901 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Dis lacement X(in.) Displacement Win.) Dis iacern !Z(frmad.])25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.00025001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.000 Frame Design Member Summary-Controllina Load Case and Maximum Combined Stresses per Member(Locations are from Joint I ) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x I Mr om-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. I ft I in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 7 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 7 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 25001 12.50 12.001 3 2.1 31.5 1 1 0.07 Parameters Used for Axial and Fle%urat Design Mem. Loc. Lx Ly/Lt Lb I Ag I Afn Ixx I Iyy Sx I Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 inA in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300. 300. 4.89 1.50 124.40 9.0 20.73 3.0 23.0 4.58 0.08 310.7 1.14 1.00 1.1] 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.8 1.50 124.40 9.00 20.73 3.0 23.0 4.58 0.08 310.7 L. 1.00 ].11 0.92 1.00 Deflection Load Combinations-Framing, No. Origin Factor I DefH I DefV Application Description 1 System 1.000 90 90 0.42 WI> W1> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt(ld=8S Description I Ratio Deflection(in_) Member Joint Load Case Load Case Description Max.Horizontal Deflection L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BLTLER butler Manufacturing 17-017737 Calculations Package Time:04:30 PM ". " Page: 36 of 169 Welded Girt(Id=8,6) Frame Member Sizes Mem. Fig Width Fig Thk Web Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in l (ft) O (ksi) (ksi) Jt.l Jt2 25000 6.00 0.2500 0.1644 1200 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55 00 1 SS SS 313 Total Frame Weight=411.1 (p) (Includes all plates) Spandrel Beam Connection Design(ASD) Connection Plate It Group Edge Weld Beam Cope Mem. Jt. Type Thick. Height Length Fv Diam. Sec/Jt. Bolts Rows Gage Pitch a' Size Side C Depth Id No. in. in. in ksi in. n r in. in. in in. in I in. 8.6 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 300 2.50 (2(-0.1250 FO 191 1.50 8.6 2 ST 0375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3 00 2.50 (2(-0 1250 FO 3.91 1 1.50 Required Strength Available Strength Ratio Min Thickness Mem. Jt. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max- Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 8,6 1 11 -0.28 -2.12 0.00 2.14 7.4 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0263 0.0902 8,6 2 11 0.28 1 -2.12 0.40 2.14 7.4 1.03 0-17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0263 0.0902 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X I Su pp Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No I Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k I in-k k k in-k in-k Flexure 25000 12.50 12.00 9 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 25000 0.00 12.00 3 -2,1 31.5 0.07 25001 0.00 12.00 9 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 25001 12-50 12.00 3 211 1 31.51 1 0-07 Parameters Used for Axial and Flexural Design Mem. Loa Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in, in. in.2 in.2 in.4 in.4 in.3 [ijn.3in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.733.0 4.58 0.08 310.79 1.14 1.00 111 025001 0.00 300.00 3000 300.0 4.89 1.50 124.40 9.00 20.733.0 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framing No. Origin Factor DefH DefV Application Description 1 System 1.000 90 90 .42 W1> Wl> 2 System 1.000 90 90 .42<W2 WW2 3 System 1.000 90 90 15 E> E> 4 System 1,000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt(ld=8.6) Description Ratio Deflection(in.) Member Joint I Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 SUTLER -10 Sutler ManuFacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 37 of 169 Welded Girt(Id=8,7) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) O (ksi) (ksi) JL1 Jt.2 25000 8.00 0.3750 0.1644 1 2 00 12.00 1220 325.0 55.00 55.00 SS SS 3P 25001 8.00 0.3750 0.1644 1200 12.00 12.20 325. 55.00 55.00 SS SS 3P Total Frame Weight=650.0 (p) (Includes all plates) S andrel Beam Connection Design(ASD) Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. I Height Length I Fry Diam. Sec/Jt. Bolts Rows Gage Pitch V Size Side C Depth Id No. in. in, in. ksi in. n r in. in in. in in. in. 8,7 I ST 0.375 10.00 7,50 55 0.750 A325N/ST 3 2 1 3.00 3.00 2.50 (2(-0.1250 FO 3.91 1.50 8,7 2 ST 0.375 10.00 7.50 55 0.750 A325N/ST 3 2 3.00 3.00 2.50 (2(-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. R. Load Axial Shear Beam Pr I Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 8,7 1 19 39.01 0.00 0.00 139.011 90.0 6.00 0.55 0.50 0.86 0.86 OK->Ru tureAt:Beam Web 0.1415 0.1326 8.7 2 19 -39.01 0.00 0.00 139.011 90.0 6.00 0.55 0.50 0.86 0.86 OK->Ru tureAt:Beam Web 0.1415 0.1326 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Supp Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint I ) Controlling Cases Required Stren h I Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No ft in. Flexure k k in-k I in-k k k in-k in-k Flexure 25000 10.42 12.0 19 -39.0 0.0 0.0 53.6 498.1 354.4 0.73 25000 0.00 12.0 3 -2.1 322 007 25001 10.42 12.0 19 -39. 0.0 0. 53.6 498.1 354.4 0,73 25001 12.50 12.00 3 2.11 32.2 1 1 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in4 in.3 in.3 in.3 in.3 in.4 in.6 25000 10.42 300.00 300. 300.0 7.85 3.00 222.29 32.00 37.05 8.0 40.08 12.08 0.30 1081.2 1.00 1.00 1.08 0.98 1.00 25001 10.42 300.00 300. 300. 7.85 3.00 222.29 32.00 37.05 8.0 40.08 12.08 0.30 1081.27 1.00 1.00 1.08 0.98 1.00 Deflection Load Combinations-Framin No. On in Factor DefH I DefV Application Description 1 System 1.000 90 90 0..42 W1> EEI > 2 System 1.000 90 90 0.42<W2 2 3 System 1.000 90 90 0.5 E> 4 System 1.000 90 90 .5<E Controlling Frame Deflection Ratios for Cross Section:Welded Girt Id .7 ------ Description Ratio Deflection(in.) I Member I Joint Load Case Load Case Description Max.Horizontal Deflection (L/1853) 0.162 25001 1 1 1 W 1> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 38 of 169 Welded Girt(Id=8,8) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) O (ksi) (ksi) Jt.l Jt2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12,00 12.00 1 12.45 205.5 55.00 55.00 1 SS SS 3P Total Frame Weight=411.0 (p) (Includes all plates) Spandrel Beam Connection Design(ASD Connection Plate Bolt Group Edge Weld Beam Cope Mem it Tv e Thick. Height Length F Diam. Sec/Jt. BoltslRowsl Gage IPitch a' Size Side C Depth Id No, in. in, in. ksi in. n r in. in. in. in, in. in. 8.8 I ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 3.91 1.50 8.8 2 ST 0.375 TOO 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 3.88 1.38 Required trength Available Stren th Ratio Min.Thickness Mem. Jt Load Axial Shear Beam Pr I Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg C % % % % in. in. 8,8 1 3 0.02 -2.12 0.00 2 12 0.6 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRU ture 0.0261 0.0884 8,8 2 3 -0.02 -2.12 0.00 12 121 0.6 1.03 0.17 0.16 0.07 0.38 OK->Cli LocalBuckling 0,0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su .X Supp.Y Moment DisplacementX(in.) DisplacementY(in.) Dis lacementZZ(rad.) 25000 0/0/0 0/0/o Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/o No Yes No 0/0/0 0/0/0 0.0000 Frame Desig,n Member Summ -Controllina Load Case and Alaximum Combined Stresses per Member(Locations are from,loint I ) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr MD Mry Pc Vc Mcx Mcy + Shear No, ft I in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.0 15 -0. -159.0 0.0 15.1 158.2 122.3 1.01 25000 0.00 12.0 3 -2.1 31.5 0.07 25001 0.00 12.0 15 -0. -159.0 0. 15.1 158.2 122.3 1.01 25001 12.50 12.00 3 2.11 1 31.5 1 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 I in.3 in.3 in.4 in.6 25000 12.50 300.00 300. 300.0 4.8 1.50 1 24.40 9.0 20.73 3.0 23.0 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.0 25001 0.00 300.00 300. 300.0 4.8 1.50 124.40 9.0 20.73 3.0 23.0 4.58 0.08 310.79 1.14 1,00 1-11 0.92 1.0 00 Deflection Load Combinations-Framin No. Origin Factor I DefH DefV Application Description 1 System 1.000 90 90 WI> 2 System 1.000 90 90 [.42WI> 42<W2 W2 3 System 1.000 90 90 .5 E> E> 4 System 1.000 90 90 .5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt Id=8°8 Description Ratio Deflection(in.) I Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 1 25001 1 1 1 W1> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphrac ns or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 39 of 169 Welded Girt(Id=8,9) Frame Member Sizes Mem. F1g Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (13) O (ksi) (ksi) Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.0 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate It Group Ede Weld Beam Cope Mem. Jt. Type Thick. Height Length I Diam. Sec/Jt. BoltslRowsl Gaee I Pitch 'a' Size Side C Depth Id No. in. in. in. ksi in. n r in, in. in. in. in. in. 8,9 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 3.88 1.38 8,9 2 ST 0.375 1 7.00 4.50 55 0.750 A325N/ST 2 1 1 1 0.00 3.00 2.50 (2(-0.1250 FO 3.91 1.38 Required trengt1i Available Strength Ratio Min.Thickness Mem. Jt. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 8,9 1 3 0.02 1 -2.12 0.00 12.12 0.5 1.03 0.17 0.16 0.07 0.38 OK-Cl i Local Buckling 0.0261 0.0884 89 2 3 -0.02 1 2.12 0.00 12.12 0.5 1.03 0.17 0.16 0.07 0,47 OK->ColumnWebRu turc 0.0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su .Y Moment Displacement X(in) Dis lacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 010/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controllinz Load Case and Maximum Combined Stresses per Member Locations are from Joint I Controlling Cases Required Strength I Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial I Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.511 12.00 IS -0.0 -159.0 0.0 15.1 158.2 122.3 1.01 25000 0.W 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 15 -0. -159.0 0.0 15.1 158.2 122.3 1.01 25001 12.50 12.001 3 1 1 2.11 1 31.51 1 0.07 Parameters Used for Axial and Flexural Desi n Mem Loc. Lx Ly/Lt Lb Ag Afn Ixx lyy Sx Sy Zx Zy J Cw Cb Rpg Rpe Qs Qa No ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300. 300.0 4.89 1.50 124.40 9.00 20.73 3.0 23.0 4.5 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300. 300.0 4.89 1.5 124.40 9.00 20.73 3.0 23.0 4.5 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framins No. Origin Factor I DefH DefV Application Description 1 System iL900 90 [.42 WI> l> 2 System 90 .42<W2 <W2 3 System 90 .5 E> E> 4 System 90 .5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt(Id=8.9 Description Ratio Deflection(in.) Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 W1> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 B[./TLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 40 of 169 Welded Girt(Id=8,10) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in_) (in.) (in.) (in.) (in) (ft) O (ksi) (ksi) Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205-5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.0 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate It Group Ede Weld Beam Cope Mem. R. Tv e Thick. Heiaht L ngth Fv Diam. Sec/Jt. Bolts Rows Gage Pitch 'a' Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in in, 8,10 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 3.91 1.38 8,10 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 3.88 1.38 Required Strength Available Strength Ratio Min Thickness Mem. R. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in 8.10 1 3 0.01 -2.12 0.00 2.12 0.3 1 03 0.17 0.16 0.07 0.47 OK->ColumnWebRU ture 0,0261 0.0884 8.10 2 3 -0.01 -112 0.00 2.12 1 0.3 1 03 0.17 0.16 0.07 0.38 OK->ClipLoca]Buckling 0.0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp-Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.000) 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.000) Frame Design Member Summary-ControllinP,Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 ) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x I Mom-y Axial Mem Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.0 15 -0. -159.0 0.0 151 158.2 122.3 101 25000 0.00 12.0 3 -2.1 31.5 0.07 25001 0.00 12.0 15 -0.0 -159.0 0.0 15.1 158.2 122.3 1.01 25001 1 12.501 12.001 3 1 2.1 1 31.5 0,07 Parameters Used for Axial and Flexural Desi a Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300. 300.0 4.8 1.50 124.4 9.00 20.73 3.0 23.0 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.0 300.00 300. 300.0 4.89 1.5 124.40 9.0 2073. 3.0 23.0 4.58 0.08 310.79 1.14 1.0 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor DefH DcfVj Application Description 1 System 1.000 90 90 .42 WI> Wl> 2 System 1.000 90 90 0.42<W2 W2 3 System 1.000 90 90 0.5 E> E> 4 Svstem 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt Id=8.1 U Description Ratio Deflection(in.) IMember Joint Load Case I Load Case Description Max.Horizontal Deflection L/1037) 1 0.289 1 25001 1 1 1 W1> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTL ER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 41 of 169 Welded Girt(ld=8,11) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No (in,) (in.) (in.) (in.) (in.) (ft) ( ) (ksi) (ksi) Jt.I Jt.2 25000 1 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.0 (p) (Includes all plates) S andrel Beam Connection Desi a ASD Connection Plate It Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage Pitch 'a Size Side C Depth Id No. in. in. in, ksi in. n r in. in. in. in. in. in. 8,]1 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2(-0.1250 FO 3.87 1.38 8,11 2 ST 0.375 TOO 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2(-0.1250 FO 3.88 1.38 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in- in. 8.11 1 1 3 0.01 2.12 0.00 12.121 0.2 1.03 0.17 0.16 0.07 0.38 OK->Cli LocalBucklino 0.0261 0.0884 8.11 2 1 3 0.01 2.12 0.00 12.121 0.2 1.03 0.17 0.16 0.07 0.38 OK->ClipLocalBuckling 0.0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X(in.) Displacement Wffi] Dis lacement ZZ(rad.) 25000 0/0/0 Yess No 0/0/0 0/0/0 0..0000 No 000000/0/0 Ye 0/025001 25/0/0 0 /0 Frame Design Member Summa -Controlli Load Case and Maximum Combined Stresses per Member Locations are from Joint I Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem Loc Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 15 -0-0 -159.0 0.0 151 158.2 122.3 1.01 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.0 15 -0.0 -159 0 0.0 15.1 158.2 122.3 101 25001 1 12.50 12.001 3 1 1 2.11 1 1 5 1 1 0.07 Parameters Used for Axial and Flexural Desi n Mem. Loc. Lx Ly/Lt Lb I Ag I Afn I Ixx I Iyy Sx Sy Zx Zy J Cw Cb Rp9 Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.5 300.0 300. 300. 4.89 1.50 124.40 9.00 20.73 3.0 23.0 4.58 0.08 310.7 1.14 1.00 1.11 0.92 1.00 25001 0.0 300.00 300, 300.0 4.89 1.5 124.4 9.00 20.73 3.0 23.0 4.58 0.08 310.7 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations- amin No. Origin Factor I DefH DefV Application Description 1 System LL900 90 .42 W 1> W 1> 2 System 90 .42<W2 W2 3 System 90 .5 E> E> 4 System 90 .5<E <E Controlline Frame Deflection Ratios for Cross Section:Welded Girt ldm8,11 Description Ratio Deflection(in.) I Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 1 25001 1 1 W 1> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM __r_.__..._ Page: 42 of 169 Welded Girt(Id=8,12) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight I Flg Fy Web Fy Splice Codes Shape No. (in.) (in. (in.) (in.) in.) (ft) ) (ksi) (ksi) Jt] Jt2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS Ss 3P 25001 6.00 0.2500 0.1644 12.00 12.00 11.83 195.1 55.00 55.00 SS SS 3P Total Frame Weight=400.6 (p) (Includes all plates) S andrel Beam Connection Design(ASD) Connection Plate It Group Edge Weld Beam Cope Mem. Jt. Type Thick. Height Length Fv Diam. Sec/Jt Bolts[Rowsl Gage I Pitch I 'a Size Side C Depth Id No. in. in. in. ksi in. n r in, I in. I in. in. in. in. 8.12 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 1 2.50 (2(-0.1250 FO 3.87 1.38 8.12 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 1 2.50 (2(-0.1250 FI 4.25 0.25 Required trength Available Strength Ratio Miiti Thickness Mem. Jt. Load Axial I Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 8,12 1 3 0.00 2.14 0.00 12.14 1 0.0 1.03 0.17 0.16 0.07 0.38 OK->Cli LocalBucklin 0.0264 0.0884 8.12 2 3 -0.00 2.18 0.00 12.181 0.0 1.03 0.18 0.16 0.06 0.38 OK->Cli LocalBuckling 0.0269 0.1875 Boundary Condition Summaa Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X(in,) Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 15 -0.0 -161 8 00 15.1 158.1 122.3 1.02 25000 0.00 12.00 3 -2,1 31 5 0.07 25001 0.00 12.00 15 -0.0 -1618 0.0 151 158.1 122.3 1.02 25001 12.50 12.001 1 3 1 2.21 31.51 0.07 Parameters Used for Axial and Flexural Desi n Mem. Loc. Lx I Ly/Lt I Lb Ag Afn Ixx lyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft I in. in. in. I in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.0 300.1 300. 4.89 1.50 124.40 9.0 20.73 3.0 23.0 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300. 300. 4.89 1.50 124.4 9.0 20.73 3.0 23.0 4.58 0.09 310.7 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor DefH I DefV Application Description 1 System 1.000 90 90 0.42 WI> WI> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Cootrolline Frame Deflection Ratios for(Toss Section:Welded Girt Id=8,12 Description Ratio Deflection(in) I Member Joint �LoadlCase Load Case Description nn Horizontal deflection (1/1018) 0.295 25001 1 WI> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 43 of 169 Wall:3 Concrete TOW all J.E Ox10 O19x14 OHD 2 19x14 OHD 370 DR Maximum Secondary Designs for Sha pe Unit I-Bull din on Side 3 Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status (in.) Bnd Shr Cmb We Cs (in.) Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs (in.) 2,1 32.75 8.50x0.073 Z Con-60.0 Yes 46.5 1.00 0.00 000 0.00 3 0.64 0.19 0.67 0.00 3 46.5 2,2 32.75 8.50x0.060 Z Con-60.0 Yes 22.5 0.64 0.17 0,66 0 00 3 16.5 0.89 0.33 0.77 0.00 4 0.46 0.20 0,50 0.00 3 16.5 2,3 32.75 8.50x0.060 Z Con-60.0 Yes 22.5 0.46 0.20 0.50 0.00 3 16.5 0.89 0.33 077 0.00 4 0.64 0.17 0.66 0.00 3 16.5 2,4 32.75 8.50x0.073 Z Con-60.0 Yes 46.5 0.64 0.19 0.67 0.00 3 46.5 1.00 0.00 0.70 0.00 3 3,1 32.75 8.500,079 Z Con-60.0 Yes 46.5 1.01 0.23 0.84 0.00 4 0.70 0.17 0.72 0.00 3 46.5 3,2 32.75 8.500.068 Z Con-60.0 Yes 22.5 0.70 0 16 0.72 000 3 22.5 0.92 0,32 0.79 000 4 0.59 0.20 0.62 0.00 3 22.5 3,3 132.751 8.500.068 Z Con-60.0 Yes 22.5 0.59 0.20 0.62 0.00 3 22.5 0.92 0.32 0.79 000 4 1 0.70 0.16 0.72 0.00 3 22.5 3.4 132.751 8.500.079 Z Con-60.0 1 Yes 1 46.5 10.70 1 0.17 10,72 0.001 3 46.51 1.01 10.23 0.8410001 4 Maximum Secondary Deflections for Shape Unit I-Building on Side 3 Design Id Segment Deflection(in) Ratio Location(ft) Load Case Description 2 1 1.60 (L/246) 1400 1 0.42WI> 2 2 0.48 (L/811 ) 50.63 1 0.42W1> 2 3 0.48 (L/814) 79.88 1 0.42WI> 2 4 1.63 (L/241 ) 117.13 1 0.42W1> 3 1 1.63 (L/242) 1400 1 0.42WI> 3 2 0.67 (L/585) 50 13 1 0.42WI> 3 3 0.67 (L/584) 80.88 1 0.42WI> 3 4 1 1.66 (L/237) 117.13 I 0.42WI> File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/20l 7 etrrc�sr Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 44 of 169 Welded Girt(Id=1,1) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in.) (in.) (in.) (in.) (in.) (ft) ) (ksi) (ksi) it] Jt2 25000 6.00 0.5000 0.1644 12.00 12.00 11.46 304.4 55.00 55.00 1 SS SS 3P 25001 6.00 1 0.5000 0.1644 12.00 12.00 1 16.33 427.1 55.00 55.00 SS SS I 3P Total Frame Weight=731.6 (p) (Includes all plates) Spandrel Beam Connection Design(ASD) Connection Plate Bolt Group Ede WeldtFn/FT Beam Cope Mem. it. T e Thick. Height Length F Diam. Sec/Jt. Bolts Rows Gage Pitch 'a' K(2(-0.1250 C Depth Id No, in. in. in- ksi in. n r in. in. in. in. in. 1,1 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 4.25 0.50 LI 2 ST 0.375 70) 450 55 0.750 A325N/ST 2 1 000 3.00 2.50 25 3.91 1.50 Required trength I Available Strength Ratio Min.Thickness Mein. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 1,1 I 1 0.00 -3.33 0.00 3.33 0.0 1,03 0.27 0.25 1 0.10 0.38 OK->Cli LocalBucklin 0.0410 0.1875 1,1 2 1 0.00 -3.33 0.00 3.33 0.0 1.03 027 0.25 1 0.13 0.47 OK->ColumnWebRu tore 0.0410 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp X Supp Y Moment Displacement X(in.) Dis lacement Y(in.) Displacement ZZ(rad.) 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 32/9/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Swnma -Controllinz Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem Loc. Depth + Shear Pr VT MI. Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 16.38 12.00 1 0.0 -327 0 0.0 176 326.6 299.5 1.00 25000 0.00 12.00 1 -3.3 33 0 0.10 25001 0.00 12.00 1 0. -327.0 0. 17.6 326.6 299.5 1.00 25001 1 16.381 12.001 1 1 3.31 1 33.01 1 0.10 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt I Lb I Ag I Afn I Ixx I Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 I in.4 I in.6 25000 16.38 393.0 393. 393.0 7.81 3.00 216.73 18.0 36.12 6.0 39.47 9.07 0.52 595.26 1.14 1.00 1.0 1.00 1.00 25001 0.00 393.00 393. 393.0 7.81 3.0 216.73 18.00 36.1 6.0 39A 9.0 0.52 595.26 1.14 1.0 1.0 1.00 1.0 Detection Load Combinations-Fraining No. Origin Factor jDefH DefVl Application Description 1 System 1 000 90 90 ).42 W1> Wl> 2 System 1,000 90 90 ).42<W2 <W2 3 System 1.000 90 90 ).5 E> E> 4 System I.000 90 90 ).5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt ldml,l Description Ratio Deflection(in.) Member Joint Load Case Load Case Descri tion [Max.Horizontal Deflection (L/657) -0.598 25001 1 4 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version:2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 45 of 169 Welded Girt(Id=1,2) Frame Member Sizes Mem. Fig Width Fig Thk Web Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. in. (in.) (in.) (in.) (in.) (ft) O (ksi) (ksi) Jt.I Jt.2 25000 6.00 0.5000 0.1644 12.00 12.00 16.33 427.1 55.00 55.00 SS SS 3P 25001 6.00 0.5000 0.1644 12.00 12.00 16.33 426.3 55.00 55.00 SS SS 3P Total Frame Weight=853.4 (p) (Includes all plates) S andrel Beam Connection Design ASD Connection Plate It Group Ede Weld Beam Cope Mem. Jt. Type Thick. Height Length Fy Diam. Sec/Jt. lBoltsIRows Gage I Pitch I 'a Size Side C Depth Id No. in. in. in, ksi in. n r in. in. in. in. in. in. 1,2 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 F0/FI 3.91 1.50 1,2 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO/FI 4.41 1.50 Required trength Available Strength Ratio Min.Thickness Mem. Jt, Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment .2122L Shear Ratio Web Id No LCase k k in-k k Deg. C % oho % oho in. in. 1.2 1 1 0.00 -3.33 0.00 13.33 1 0.0 1.03 0.27 0.25 0.13 0.47 OK->ColumnWebRll ture 0.0410 0.0884 1.2 2 1 1 0.00 -3.33 0.00 13.33 1 0.0 1.03 0.27 0.25 0.13 0.47 OK->ColumnWebRu ture 0.0410 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Sum).Y Moment Dis lacement X in.) Displacement Y(in.) Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 32/9/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft I in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 16.38 12.00 1 0. -327.a 0.0 17.6 326.6 299.5 1.00 25000 0.00 12.00 1 -3.3 33.0 010 25001 0.00 12.00 1 0. -327.0 0. 176 326.6 299.5 1.00 25001 16.38 12.00 1 3.3 33. 0.10 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Alin Ixx lyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No, ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 16.381393+00 393.0 393.0 7.81 3.00 216,73 18.00 36.12 6.00 39.4 9.0 0.52 595.26 1.14 1.00 1.09 1.00 I.00 25001 0.00 393.0 393. 393.0 7.81 300 216.73 18.00 36.12 6+00 39.41 9.0 0.52 595.2 1.14 1.00 1.09 1.00 1.00 Deflection Load Combinations- raming No. Origin Factor DefH DefV Application Description 1 System 1.000 90 90 0.42 W1> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 Svstem 1.000 90 90 03<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt(Id=1.2 Description Ratio Deflection(in.) Member Joint Load Case Load Case Description [Max.Horizontal Deflection (L/657) -0.598 25001 1 4 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM """ Page: 46 of 169 Welded Girt(Id=1,3) Frame Member Sizes Mem. Fig Width Fig Thk We Thk Depth] Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) ) (ksi) (ksi) Jt] Jt2 25000 6.00 0.5000 0,1644 12.00 12.00 1 16.33 426.3 55.00 55.00 SS SS 3P 25001 6.00 0.5000 0.1644 12.00 12.00 16.33 427.1 55.00 55.00 SS SS 3P Total Frame Weight=853.4 (p) (Includes all plates) Spandrel Beam Connection Design(ASD Connection Plate Bolt Group Ede Weld Beam Co e Mem. it. Tv e Thick. Height Length Fv Diam. Sec/Jt. Bolts Rows Gage Pitch Z Size Side C Depth Id No. in. I in. in. ksi in. n r in. in. in. in. in. in. 1.3 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO/FI 4.41 1.50 1,3 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO/FI 3.9] ].50 Required trength Available Strength Ratio Min.Thickness Mem, Jt. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k De . C % % % % in. in. 1.3 1 1 0.00 -3.33 0.00 13.33 0.0 1.03 0.27 0.25 0.13 0.47 OK->ColumnWebRU ture 0.0410 0.0884 1.3 2 1 0.00 -3.33 0.00 3.33 0.0 1.03 027 0.25 0.13 0.47 OK->ColumnWebRu ture 0.0410 0.0884 Boundan'Condition Summary Member X-Loc Y-Loc Su pp.X Supp.Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 32/9/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k I in-k Flexure 25000 16.38 12.00 1 0-0 -327.0 00 176 326.6 2995 1.00 25000 0.0 12.00 1 -3.3 33.0 0.10 25001 0.00 12.00 1 0.0 -327.0 00 17.6 3266 299.5 1.00 25001 16.38 12.001 1 3.31 33.0 0.10 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx I Iyy I Sx Sy Zx Zy J Cw Cb =Qs Qa No. ft in. in. in. in.2 in.2 in.4 inA in.3 in.3 in.3 in.3 in.4 in.6 25000 16.38 393.00 393. 3,93.01 7.811 300 216.73 18.0 36.12 6.0 39.4 9.0 0.52 595.26 1.14 1.00 1.09 1.0 l.0 25001 0.00 393.00 393. 393.0 7.81 3001 216.73 18.00 36.12 6.0 39.4 9.07 0.52 595.26 1.14 1.0 1.09 1.00 1.0 Deflection Load Combinations-Framing No. Origin Factor DefH I Defy Application Description I System 1.000 90 90 042W1> WI> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0 5 E> IE> 4 System 1,000 90 90 0 5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt id=1,3 Description Ratio Deflection(in_) Member I Joint Load Case Load Case Description Max.Horizontal Deflection (L/657) -0.598 25001 1 1 4 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 SUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 47 of 169 Welded Girt(Id=1,4) Frame Member Sins Mem. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in_) (in.) (in.) (in.) (in.) (ft) ( ) (ksi) (ksi) Jt.I Jt.2 25000 6.00 0.5000 0.1644 12.00 12.00 16,33 427.1 55.00 55.00 SS SS 3P 25001 6.00 0.5000 0.1644 12.00 12.00 11.46 304.4 55.00 55.00 SS SS 3P Total Frame Weight=731.6 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate It Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length F Diam. Sec/Jt. Bolts Rows Gage Pitch 'a Size Side C Depth Id No. in. in. in. ksi in n r in, in. in. in. in. in. IA 1 ST 0.375 TOO 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO/FI 3.91 1.50 1,4 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FI 4.25 0.50 Required trength Available Stren th Ratio Min.Thickness Mem. Jt. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id EN. Case k k in-k k Deg. C % % % % in. in. IA 1 0.00 -3.33 0.00 3.33 0.0 1.03 0.27 0.25 0.13 0.47 OK->ColumnWebRU ture 0.0410 0.0884 IA 2 1 0.00 -3.33 0.00 3.33 0.0 1.03 0.27 0.25 0.10 0.38 OK->Cli LocalBucklin 0.0410 0.1875 Boundary Condition Summary Member X-Loc Y-Loc Su .X Su .Y Moment Displacement X(inJ Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 010/0 0.0000 0 1 32/9/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint I Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Man-y Axial Shear Mom-x Mom-y Axial Mem, Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No, ft in. Flexure k k in-k in-k k k in-k I in-k Flexure 25000 16.38 12.00 1 0.0 -327 0 0.0 17.6 326.6 299.5 1.00 25000 0.0 12.00 1 -3.3 33. 010 25001 0.00 12.0 1 0.0 -327-0 0.0 176 326.6 299.5 1.00 25001 16.38 12.0 1 331 33.01 1 0 10 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag I Afn I Ixx Iyy Sxa6.O Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3n.3 in.3 in.4 in.6 25000 16.38 393.00 393. 393.0 7.81 3.00 216.73 18.0 9.4 9.07 0.52 595.2 1.14100 1 09 125001 0.00 393.00 393. 393. 7.81 3.00 216.73 18.00::36.12 6.129.4 9.07 0.52 595.2 1.14 1.00 1,09 1.00 1 00 Deflection Load Combinations-Framia No. Origin Factor I DefH DefV Application Description 1 System 1.000 90 90 0.42 WI> W1> 2 System 1.000 90 90 .42<W2 W2 3 System 1.000 90 90 .5 E> E> 4 System 1.000 90 90 .5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt([d=1.4 Description Ratio Deflection(in.) Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/657) -0.598 25001 1 4 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 17-017737 Calculations Package Time:04:30 PM " "e1e1u ""�""'""`""` Page: 48 of 169 Wall: 4 14 13 12 11 10 e8 (D QJQ in Q Q Q Q t � S . 1 Co c all D 1 3070 574 O N eca c o c- vL�iT Ct"eCT� 'L V f t i iHI�Yt-r-w�--� e� eE-emu Dimension Key 1 I'-0" 2 3'-101/2" 3 F-3 3/4" 4 3'-9 3/4" 5 3'-41/2" 6 9 3/4" 7 4'-0" 8 0'-0" 9 3'-0" 10 2'-6" 11 6" 12 2'-8" 13 4'-6" Maximum Secondary Desi ns for Shape Unit 1-Building on Side 4 Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft) Status (in) Bnd Shr Cmb Wc_ Cs , (in) Bnd Shr Cmb We Cs Bnd Shr Cm We Cs (in.) 1,1 9.00 8.500.060 C Sim-60.0 Yes 0.0 0.08 0.00 0.00 0.00 3 2,1 4.00 8.500.060 Z Sim-60.0 Yes 0.0 0.01 0.06 0.06 0.00 3 3,1 17.00 8.500.060 Z Sim-60.0 Yes 0.0 0.29 0.18 0.26 0.00 4 4,1 9.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.03 0.00 0.00 0.00 3 5,1 26.00 8.500.060 Z Con-60.0 Yes 46.5 1.03 0.20 1.02 0.00 3 0.67 0.29 0.73 0.00 3 34.5 5,2 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.67 0.26 0.71 0 00 3 34 5 0.90 0.36 0.80 0.00 4 0.68 0.27 0.74 0.00 3 34.5 5,3 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.68 0.32 0.76 0 00 3 345 092 0.00 0.90 0.00 3 6,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.20 0.03 0.19 0.00 3 7,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.32 0.08 0.30 0.00 3 8,1 26.00 8.500.068 Z Con-60.0 Yes 46.5 1.01 0.04 0.96 0.00 3 0.77 0.27 0.82 0.00 3 46.5 8,2 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.77 0.26 0.81 0.00 3 34.5 0,80 0.50 0.94 0.00 3 0.57 0.29 0.64 0 00 3 34.5 8,3 25.00 8.500.060 Z Con-60.0 Yes 34.5 ).57 0.24 0.62 0-00 3 16.5 0.85 0.00 0.60 0.00 3 9,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.02 0.00 0.00 0.00 3 10,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.02 0.00 0.00 0.00 3 11,1 4.00 8.500.060 Z Sim-60.0 Yes 0.0 0.01 0.07 0.07 0.00 3 12,1 3.00 8.500.060 Z Sim-60.0 Yes 0.0 0.04 0.00 0.00 0.00 3 13,1 300 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 14,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 15,1 26.00 8.500.068 Z Con-60.0 Yes 465 1.00 0.03 0.94 0.00 3 0.81 0.27 0.85 0.00 3 46.5 15,2 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.81 0.27 0.85 0.00 3 34.5 0.70 0.54 0.88 0.00 3 0.46 0.28 0.54 0.00 3 34.5 15,3 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.46 0.20 0.51 0.00 3 10.5 0.52 0.33 0.62 0.00 3 0.33 0.18 0.38 0.00 3 10.5 15,4 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.33 0.17 0.37 0.00 3 10.5 0.66 0.29 0.60 0.00 4 0.35 0.17 0.39 0.00 3 10.5 155 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.19 0.40 0.00 3 10.5 0.57 0.34 0.66 0.00 3 0.35 0.18 0.39 0.00 3 10.5 15,6 25.00 8.50xO.O6O Z Con-60.0 Yes 10.5 0.35 0.17 0.39 0.00 3 10.5 0.65 0.29 0.59 0.00 4 0.35 0.17 0.39 0.00 3 10.5 15,7 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0.40 0.00 3 10.5 0.56 0.34 0.65 0.00 3 0.35 0.18 0.40 0.00 3 10.5 15,8 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.17 0.39 10.00 3 1 10.5 0.65 0.29 0.59 0.00 4 0.35 0.17 0.39 0.00 3 10.5 15,9 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0.39 10.00 3 1 10.5 0.57 0.35 0.67 0.00 3 0.36 0.19 0.40 0.00 3 10.5 15,10 25.001 8.500.060 Z Con-60.0 Yes 10.5 036 0.17 0.40 0.00 3 1 10.5 0.67 0.29 0.61 0.00 4 0.32 0.17 0.36 0.00 3 10.5 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. I Date: 8/29/2017 aurtEFs Butler ManuFacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 49 of 169 15,11 25.00 8.50x0.060 Z Con-60.0 Yes 34.5 0.32 0.17 0.36 0.00 3 34.5 0.51 0.31 0.59 0.00 3 0.51 0.20 0.55 0.00 3 34.5 15,12 26.00 8.500.060 Z Con-60.0 Yes 46.5 0.51 0.22 0.56 0.00 3 46.5 0.87 0.00 0.61 0.00 3 16,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.16 0.03 0.15 0.00 3 17,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.17 0.03 0.16 0.00 3 18,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.34 0.10 0.33 0.00 3 19,1 26.00 8.500.060 Z Con-60.0 Yes 46.5 0.86 0.00 0.00 0.00 3 0.43 0.21 0.48 0.00 3 10.5 19,2 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.43 0.18 0.47 0.00 3 10.5 0.83 0.30 0.71 0.00 4 0.31 0.16 0.34 0.00 3 10.5 19,3 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.31 0.17 0.35 0.00 3 10.5 0.54 0.32 0.63 0,00 3 0.34 0.17 0.38 0.00 3 10.5 19,4 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.34 0.17 0,38 0.00 3 10.5 0.65 0.29 0.59 0.00 4 0.35 0.17 0.39 0.00 3 10.5 195 25,00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0,39 0.00 3 10.5 0.55 0.34 0.65 0.00 3 0.34 0.18 0.39 0.00 3 10.5 19,6 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.34 0.17 0.38 0.00 3 10.5 0.64 0.28 0.58 0.00 4 0.34 0.17 0.38 0.00 3 10.5 19,7 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.34 0.18 0,39 0.00 3 10.5 0.55 0.34 0.65 0.00 3 0.35 0.18 0.39 0.00 3 10.5 19,8 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.17 0.38 0.00 3 10.5 0.64 0.29 0.58 0.00 4 0.34 0.17 0.38 0.00 3 10.5 19,9 25.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.34 0.18 0,39 0.00 3 10.5 0.56 0.34 0.66 0.00 3 0.35 0.18 0.40 0.00 3 10.5 19,10 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.17 0.39 0.00 3 10.5 0.66 0.29 0.60 0.00 4 0.32 0.17 0.36 0.00 3 10.5 19,11 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.32 0.17 0.36 0.00 3 10.5 0.85 0.33 0.74 0.00 4 0.45 0.19 0.49 0.00 3 10,5 19,12 26.00 8.500.060 Z Con-60.0 Yes 46.5 0.45 0.21 0.49 0.00 3 10.5 0.85 0.00 0.59 0.00 3 20,1 9.00 8.500.060 C Sim-60.0 Yes 0.0 0.07 0.00 0.00 0.00 3 21,1 4.31 8.500.060 Z Sim-60.0 Yes 0.0 0.05 0.00 0.00 0.00 3 22,1 9.00 8.500.060 C Sim-60.0 Yes 0.0 0.02 0.00 0.00 0.00 3 23,1 6.38 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 24,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.18 0.03 0.16 0.00 3 25,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.19 0.03 0.18 0.00 3 26,1 8.00 8.500,060 C Sim-60.0 Yes 0.0 0.15 0.03 0.14 0.00 3 27,1 9.00 8.500.060 C Sim-60.0 Yes 0.0 0.11 0.01 0.10 0.00 3 28,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 29,1 2.50 8.500.060 Z Sim-60.0 Yes 0.0 0.02 0.00 0.01 0.00 3 30,1 3.00 8.500.060 Z Sim-60.0 Yes &0 0.03 0.00 0.00 0.00 3 31,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 32,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0,15 0.03 0.14 0.00 3 33,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.14 0.03 0.13 0.00 3 34,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.14 0.03 0.13 0.00 3 35,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.13 0.02 0.12 0.00 3 36,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.08 0.00 0.07 0.00 3 37,1 5.13 8.500.060 Z Sim-60.0 Yes &0 lwalkdoor header, 0.01 0.06 0.06 0.00 3 38,1 0.81 8.50xO.O6O Z Sim-60.0 Yes ( . 0.00 0.00 0.00 0.00 3 393 1.81 8.500.060 Z Sim-60.0 Yes c,.o use 0.060. 0.01 0.00 0.01 0.00 3 40,1 2.81 8.500.060 Z Sim-60.0 )�E's 0,0 0.02 0.00 0.01 0.00 3 41,1 3,38 8.500.000 WD Sim-*** LYes 0.0 42,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.10 0.03 0.10 0.00 3 43,1 8.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.08 0.01 0.07 0.00 3 44,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.13 0.10 0.15 0.00 3 45,1 8.00 8.500,060 C Sim-60.0 Yes 0.0 0,17 0.02 0.16 0.00 3 46,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.09 0.02 0.08 0.00 3 47,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.06 0.01 0.06 0.00 3 48,1 9.00 8.500.060 C Sim-60.0 Yes 0.0 0.03 0.00 0.00 0.00 3 49,1 5.00 8.500.060 C Sim-60.0 Yes 0.0 0.03 0.06 0.07 0.00 3 50,1 17.00 8.500.060 Z Sim-60.0 Yes 0.0 0.37 0.18 0.29 0.00 4 51,1 3.00 8.50x0.060 Z Sim-60.0 Yes 00 0.03 0.00 0.00 0.00 3 52.1 25.50 8.500.088 Z Sim-60.0 I Yes 1 00 1 0.99 0.00 0.00 0.00 3 Maximum Secondary Denections for Shape Unit 1-Building on Side 4 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 I - 2 - 3 I 0.06 (L/2743) 6.00 1 0.42 W l> 4 1 - - 5 1 1.20 (L/250) 12.00 1 0.42W1> 5 2 -0.17 (L/1788) 31.38 1 0.42W1> 5 3 1 14 (L/263) 64.88 1 0.42W1> 6 1 0.00 (L/3369) 4.00 1 0.42W1> 7 1 004 (L/2287) 4.00 1 0.42W1> 8 1 1.14 (L/264) 11.50 1 0.42W1> 8 .. -0.23 (L/1277) 39.38 2 0.42<W2 8 3 0.68 (L/441 ) 65.38 1 0.42W1> 9 - 10 I - File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 50 of 169 - 12 1 - - - 13 1 - - 14 1 - 15 1 1.10 (L/273) 11.50 1 0.42W1> 15 2 -0.37 (L/812) 39.88 2 0.42<W2 15 3 0.23 (L/1290) 64.38 1 0.42W 1> 15 4 0.25 (L/1182) 88.38 1 0.42W1> 15 5 0.31 (L/961 ) 113.38 1 0.42W1> 15 6 0.23 (L/1292) 138.38 1 0.42W1> 15 7 0.32 (L/945) 163.38 1 0.42W1> 15 8 0.23 (L/1282) 188.38 1 0.42W1> 15 9 0.31 (L/981 ) 213.38 1 0.42W1> 15 10 0.28 (L/]074) 238.88 1 0.42W1> 15 11 -0.11 (L/2647) 262.38 2 0.42<W2 15 12 0.72 (L/418) 290.38 I 0.42W1> 16 1 0.03 (L/3551) 5.00 ] 0-42W1> 17 1 0.03 (L/3505) 5.00 1 0.42W 1> 18 1 0.07 (L/1791 ) 5.00 1 0.42W1> 19 1 0.74 (L/404) 12.00 1 0.42W 1> 19 2 0.14 (L/2134) 39.88 1 0.42W1> 19 3 0.31 (L/971) 63.38 1 0.42W1> 19 4 0.24 (L/1272) 88.38 1 0.42W1> 19 5 0.31 (L/960) 113.38 1 0 42W1> 19 6 0.23 (L/1320) 138.38 1 0.42W1> 19 7 0.31 (L/955) 163.38 1 0.42W1> 19 8 023 (L/1308) 188.38 1 0.42W 1> 19 9 030 (L/986) 213.38 1 0.42W 1> 19 10 027 (L/1131) 238.88 1 0.42WI> 19 11 0 18 (L/1649) 262.38 1 0.42W1> 19 12 073 (L/411 ) 290.38 1 0.42W 1> 20 1 - - - - 21 1 - 22 1 23 1 - - - - 24 1 0.00 (L/3876) 4.00 1 0.42W1> 25 1 0.00 (L/3689) 4.00 1 0.42W1> 26 1 0.00 (L/4611 ) 4.00 1 0.42W1> 27 1 0.00 (L/6129) 4.00 I 0.42W1> 28 1 - - - 29 1 ' 30 1 - 31 1 - - 32 1 0.00 (L/3956) 5.00 1 0.42W 1> 33 1 0.00 (L/4284) 5.00 1 0.42W 1> 34 1 0.00 (L/4284) 5,00 1 0.42W 1> 35 1 0.00 (L/4613) 5,00 1 0.42W1> 36 1 0.00 (L/7010) 5.00 1 0.42W1> 37 1 - - - - 38 1 - - 39 1 - 40 1 - - - 41 1 0.00 (L/0) 0.00 0 0.7E> 42 1 0.00 (L/7009) 4.00 1 0.42W 1> 43 1 0.00 (L/9190) 4.00 1 0.42W1> 44 1 0.00 (L/4394) 4.00 1 0.42W 1> 45 1 0.00 (L/4071 ) 4.00 1 0.42W1> 46 1 000 (L/7882) 4,00 1 0,42W1> 47 1 - - - - 48 1 - - - 49 1 - - - 50 1 0.07 (L/2195) 6.00 0.42W1> 51 1 - - - 52 1 I 1 1.15 (L/260) 13.00 0.42 W]> File: 17-017737 Version:2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 B BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 51 of 169 Welded Girt(Id=53,1) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) O (ksi) ksi) Jt.I Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 1 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.0 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate It Group Ede Weld Beam Cope Mem. it. T e Thick. Height Len h F Diam. Sec/Jt. Bolts Rows Gage Pitch 'a Size Side C Depth Id No. in. in. in. ksi in, in I r I in. in. in. in. in. 1 in. 53.1 1 ST 0.375 7.00 4.50 55 0.7501A325N/STI 2 1 1 1 0.00 3.00 2.50 2(-0.1250 FO 3.91 1.38 53,1 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.88 1 1.37 Required trength Available Strength Ratio Min.Thickness Mem. Jt. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio I Web Id No. Case k k in-k k I Deg. C °/u % % % in. in. 53.1 1 3 0.00 -2.12 0.00 12.121 0.0 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRll ture 0.0261 0.0884 53.1 2 3 -0.00 -2.12 0.00 12.121 0.0 1.03 0.17 016 R07 0.38 OK->Cli LocalBuckling 0.0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X(in.) Dis lacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 1 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Desi n Member Summary-Controllinr Load Case and Maximum Combined Stresses per Member(Locations are from Joint I ) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k I in-k Flexure 25000 12.50 12.0 15 -0 0 -159.0 0.0 15.1 158.2 122.3 1.00 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 15 -0.0 -159.0 0. 15.1 158.2 122.3 1.00 25001 12.50 12.001 3 1 2.11 31.5 1 0.07 Parameters Used for Axial and Flexural Desi a Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpe Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.0 300. 300. 4.89 1.50 124.40 9.00 20.73 3.0 23.0 4.58 0.08 310.79 1 14 100 1 11 092 1.00 25001 0.00 300.00 300. 300.0 4.89 1.50 124.40 9.00 20.73 3.0 23 06 458 0,08 31079 1 14 1 00 1.11 092 1.00 Deflection Load Combinations-Framin No. Origin Factor I DefH I DefV Application Description 1 System 1.000 90 90 .42 W 1> WI> 2 System 1.000 90 90 .42<W2 <W2 3 System 1.000 90 90 .5 E> E> 4 Svstem 1.000 90 90 1+5<E <E Controffins Frame Deflection Ratios for Cross Section:Welded Girt(ld=533) Description Ratio Deflection(in.) Member Joint Load Case Load Case Description ax Horizontal Deflection (L/1037) 0.289 25001 1 1 W 1> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version:2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 52 of 169 Welded Girt(Id=53,2) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No (in.) (in) (in.) (in) (in.) (ft) ) ksi) (ksi) it] Jt.2 25000 600 02500 0.1644 12 00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 1200 12.00 12.45 2055. 55.00 55.00 SS SS 3P Total Frame Weight=411.0 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate It Group Ede Weld Beam Cope Mem. it. Tye Thick. Heieht Len h F Diam. Sec/R. Bolts Rows Ga e Pitch 'a' Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 53,2 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2{-0.1250 FO 3.88 1.38 53,2 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2(-0.1250 FO 3.91 1 1.50 Required trength Available Stren th Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id INo.1 Case k k in-k k Deg, C % % % % in. in. 53.2 1 1 1 3 0.00 -2.12 0.00 2.12 0.0 1.03 0.17 016 0,07 0.38 OK->Cli LocalBucklin 0.0261 0.0884 53,2 1 2 1 3 -0.00 -2 12 004 2.12 0.0 L03 0-17 0.16 0.07 0.47 OK->ColumnWebRU tore 0.0261 0.0884 Boundan-Condition Summary Member X-Loc Y-Loc I Su .X Sunp Y Moment is placement X(in.) Displacement Y(in.) ­Dis lacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem, Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k I in-k Flexure 25000 12.50 12.0 15 -0. -159.0 0.0 15.1 158.2 122.3 1.00 25000 0.00 12.0 3 -2.1 31.5 0.07 25001 0.00 12.0 15 -0. -159.0 0.0 15.1 158.2 122,3 1.00 25001 12.50 12.00 1 3 1 1 2.11 31.5 1 1 0.07 Parameters Used for Axial and Flexural Design Mem. Loc, Lx I Ly/Lt I Lb I Ag Afn Ixx lyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft I in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.0 300. 300.0 4.89 1.50 124.40 9.00 20.73 3.0 23.0 4,58 0.08 310.79 1.14 1 00 1.11 0.92 1.00 25001 0.0 300.0 300. 300. 4.89 1.50 124.40 9.00 20.73 3.0 23.0 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framirt No. Origin Factor DefH DefV Application Description 1 System 1-000 90 90 0.42 W1> WI> 2 System 1.000 90 90 .42<W2 <W2 3 System 1.000 90 90 15 E> E> 4 System 1.000 90 90 10.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt Id=53,2) Description Ratio Deflection(in.) I Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 1 25001 1 1 WI> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM " " 1B1 Page: 53 of 169 Welded Girt(ld=53,3) Frame Member Sizes Mein. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in.) (in.) (in.) in.) (in.) (ft) O (ksi) (ksi) JL1 JL2 25000 8.00 0.3750 0.1644 12.00 12.00 12.45 329.2 55.00 55.00 SS SS 3P 25001 8.00 03750 0.1644 12.00 12.00 12.45 329.2 55.00 55.00 SS SS 3P Total Frame Weight=658.4 (p) (Includes all plates) Spandrel Beam Connection Design(.%SD) Connection Plate Bolt Group Edge Weld Beam Co e Mein. it. Type- Thick. Hei ht Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in, n r in. in. in, in. in. in. 53,3 1 ST 0.375 10.00 4.50 55 1.000 A325N/ST 3 1 0.00 3.00 2.50 (2(-0.1250 FO 3.91 1.50 53,3 2 ST 0.375 10.00 4,50 55 1.000 A325N/ST 3 1 0.00 3.00 2.50 (2(-0.1250 FO 3.91 1.50 Required Strength Available Strength Ratio Min.Thickness Mein. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 53.3 1 1 1 20 36.20 0.00 000 36.20 90.0 3.00 0.57 0.97 0.88 0.97 OK->Bearin t:Beam Web 0.1599 0.1326 53.3 1 2 1 20 -36.20 0.00 0-00 36.20 90.0 3.00 0.57 0.97 0.88 0.97 OK->Bearin t:Beam Web 0.1599 0.1326 Boundary Condition Summary Member X-Loc Y-Loc ;Upp.Y Moment Displacement X in.) Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes I Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Sammary-Controllinz Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x I Mom-y Axial Mein. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft I in Flexure k k in-k in-k k k in-k in-k Flexure 25000 10.42 12.00 20 -36.2 0.0 0.0 53.6 498.1 354.4 0.68 25000 0.00 12.00 -2.1 322 0.07 25001 10.42 12.00 -36.2 0.0 0. 53.6 498.1 354.4 0.68 25001 12.50 12.00 3 2.1 322 0.07 Parameters Used for Axial and Flexural Design Mein. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 10 42 300.00 300.1 300.0 7.85 3.00 222.29 32.0 37.05 8.0 40.0 12.08 1081.2 1.00 1.00 1.08 0.98 1.00 25001 1042 300.00 300. 300.0 7.85 3,00 222.29 32.0 37.05 8,0 40.0 12.08 :0.3030 1081.27 1.00 1.00 1.OR 0.98 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 1,5 2Wl> 1> 2 System 1.000 90 90 .42<W2 W2 3 System 1.000 90 90 .5 E> E> 4 S stem 1.000 90 90 <E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt(ld=53,3) Description Ratio Deflection(in) Member Joint Load Case Load Case Description Max.Horizontal Deflection L/1853) 0.162 25001 1 1 W1> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM " Page: 54 of 169 Welded Girt(Id=53,4) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth] Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in.) (in.) (in.) (in.) (in.) (ft) O (ksi) (ksi) Jt.l Jt2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 1200. 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.1 (p) (Includes all plates) S andrel Beam Connection Design ASD Connection Plate It Group Ede Weld Beam Cope Mem. Jt. Tv e Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage Pitch 'a Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 53.4 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 3.91 1.50 53,4 2 ST 0.375 7.00 A -- 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 (2(-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem, Jt. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in 53A 1 3 -0.25 -2.12 0.00 2.13 6.8 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0263 0.0900 53A 2 3 0.25 -2.12 0.00 2.13 6.8 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0263 0.0900 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Framc DesiLn Member Summer--Controllinz Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No ft in. Flexure k k in-k in-k k k in-k I in-k Flexure 25000 12.50 12.00 15 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 25000 0.0' 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 15 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 25001 12. 1 3 2.11 31.5 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx ILy/Lt I Lb I Ag I Afn I Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft I in. I in. in. in.2 in.2 in.4 I in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.01 4.891 1.51 124.401 9.00 20.73 3.01 23.06 4,58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.01 4.891 1.501 124.401 9.00 20.73 3.01 3.0 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1,00 Deflection Load Combinations-Framing No. Origin Factor DefH I DefV Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 ).42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt((d=53.4) Description Ratio Deflection(in.) Member Joint Load Case Load Case Description ax.Horizontal Deflection L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections ofprimary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diapluagms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version:2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 55 of 169 Welded Girt(Id=53,5) Frame Member Sizes Mem. Flo Width Flg Thk Web Thk Depthl Depth2 Length Weight Fl9 Fy Web Fy Splice Codes Shape No. (in.) (in) (in.) in.) (in.) (ft) O (ksi) (ksi) Jt.I JL2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 1 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 1 1900. 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.1 (p) (Includes all plates) Spandrel Beam Connection Design(ASD Connection Plate Bolt Group Edse Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/JL Bolts1powsl Gage I Pitch a' Size Side C Depth Id No. in. in, in. ksi in. n r in. in. in. in. in, in. 53,5 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2,50 (2(-0.1250 FO 3.91 1.50 53,5 2 ST 0,375 7.00 4.50 I 55 0.750 A325N/ST 2 1 1 0.00 1 3.00 1 2.50 (2(-0.1250 FO 3.91 1.50 Required Strength Available Stren th Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id INo.I Case k k in-k k Deg. C % % % % in. in. 53,5 1 5 -0.26 -2.12 0.00 2.13 6.9 1.03 0.17 0.16 0,07 0,48 OK->ColumnWebRU ture 0.0263 0.0900 53,5 2 5 0.26 -2.12 0.00 2,13 6.9 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0263 0.0900 Boundary Condition Summary Member X-Loc Y-Loc I Su pp.X Su pp.Y I Moment Displacement X(in.) Displacement Y(in.) Dis lacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controll(ag Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 Controllina Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x I Mom-y Axial Mem. Loc. Depth + Shear I Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 15 0.2 -159.0 0.0 161.4 159.2 1223 1.00 25000 0.00 1200, 3 -2,1 31.5 0.07 25001 0.00 12.00 15 0.2 -159.0 0.0 161.4 159.2 1223 1 00 25001 12501 12001 3 2.11 31.5 1 0.07 Parameters Used for Axial and Flexural Desku Mem. Loc. Lx Ly/L,t I Lb I Ag I Afn I Ixx lyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300. 300, 4.89 1.50 124.4 9.00 20.73 3.0 23.0 4.58 0.08 310.79 1 14 1.m 1-11 0.92 1 00 25001 0.00 300.00 300. 300.0 4.89 1.50 124.40 9.00 20.73 3.0 23.0 4.59 0.08 310.79 1.14 1.00 1 I] 0.92 1 00 Deflection Load Combinations-I:ramin No. Origin Factor I DefH I DefV_L Application Description 1 System 1 000 90 90 ).42 W1> Wl> 2 System 1 000 90 90 ).42<W2 <W2 3 System 1 000 90 90 ).5 E> E> 4 System 1 000 90 90 ).5<E <E ControUine Frame Deflection Ratios for Cross Section:Welded Girt(1d=53,5 Description I Ratio I Deflection(in.) I Member Joint I Load Case Load Case Descri tion Max.Horizontal Deflection I (L/1037) 0.289 1 25001 1 1 W 1> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwal l diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 sur�ER 17-017737 Calculations Package Time:04:30 PM Page: 56 of 169 Welded Girt(Id=53,6) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) in.) (in.) (in.) (in.) (ft) O (ksi) (ksi) Jt.I Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.1 (p) (Includes all plates) Spandrel Beam Connection Design(ASD Connection Plate Bolt Group Edge Weld Beam Cope Mem. R. Type Thick. Height Len h Fv Diam. Sec/Jt Bolts Rows Ga e Pitch 'a Size Side C Depth Id No. in, in. in. ksi in. n r in. in. in. in. in. in. 53,6 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 {2-0.1250 FO 3.91 1 1.50 53,6 2 ST 0.375 1 7.00 4.50 55 0.750 A325NNI 2 1 0.00 1 3.00 2.50 (2{-0.1250 FO 3.91 1 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Momen I Group Shear Ratio Web IdINC] Case k k in-k k Deg. C % % % % in, in. 53.6 1 5 -0.26 -2.12 0.00 12.141 7.0 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRU ture 0.0263 0.0900 53.6 2 5 0.26 -2.12 0.36 12.141 7.0 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu tore 0.0263 0.0900 Boundary Condition Summary Member X-Loc Y-Loc I Su pp.X I Su pp.Y Moment I Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes I Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controllinit Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 Controlling Cases I Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Man-y Axial Mem, Loc. Depth + Shear Pr Vr Mrx Mry Pc Ve Mcx Mcy + Shear No. I ft in. Flexure k k in-k in-k k k in-k I in-k Flexure 25000 12.50 1200, 15 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 25000 0.00 12-00 3 -2.1 31.5 0.07 25001 0.00 12.00 15 0.2 -159.0 0. 161.4 159.2 122.3 1.00 25001 12.50 12.00 1 3 1 2.1 1 31.5 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx lyy Sx Sy Zx Zy J Cw I Cb I Rpg Rpe Qs Qa No, ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300. 300.0 4.8 1.5 124.40 9.00 20.73 3.0 23.0 4.58 0.08 310.79 1.14 1.00 I-11 0.92 1.00 25001 0.0 300 00 300. 300.0 4.89 1.50 124.40 9.00 20.73 3.0 23.0 4.58 0.08 3]0.79 1.14 1.00 1 11 0.92 I.00 Deflection Load Combinations-Framing No. Ori in Factor Def H Def V Application Description 1 System 1.000 90 90 0.42 W1> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt Id=S3 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 1 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 57 of 169 Welded Girt(ld=53,7) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in) (in.) (ft) ) (ksi) (ksi) it] Jt2 25000 8.00 0.3750 0.1644 1200 12.00 12.45 329.2 55.00 55.00 SS SS 3P 25001 8-00 0.3750 0.1644 12.00 12.00 12.45 329.2 55.00 55.00 SS SS 3P Total Frame Weight=658.4 (p) (Includes all plates) Spandrel Beam Connection Design(ASD) Connection Plate It Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage Pitch 'a' Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 53,7 1 ST 0.375 10.00 4.50 55 1.000 A325N/ST 3 1 0.00 3.00 2.50 (2(-0.1250 FO 3.91 1.50 53,7 2 ST 0.375 10.00 4.50 55 1.000 A325N/ST 3 1 0.00 3.00 2.50 {2(-0.1250 F( 3.91 1.50 Required trength Available Str ngth Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment GroupShear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 53.7 1 20 36.14 0.00 0.00 136.14 90.0 3.00 0.57 0.97 0.88 0.97 OK->Bearin At:Beam Web 0.1596 0.1326 53.7 2 20 -36.14 0.00 0.00 136.14 90.0 3.00 0.57 0.97 0.88 0.97 OK->Bearin At:Beam Web 0.1596 0.1326 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Suppi.Y Moment Displacement X(in.) Displacement Y(in. Dis lacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design MemberSumma -Controlline Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k I in-k k k in-k in-k Flexure 25000 10.42 12.00 20 36.1 0.0 0.0 53.6 498.1 354,4 0.67 25000 0.00 12.00 3 -2.1 32.2 0.07 25001 10.42 12.00 20 -36.1 0.0 0. 53.6 498.1 354.4 0.67 25001 12.50 12.00 3 2.1132.2 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpe Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 10.42 300.00 300. 300.0 7.85 3.0 222.29 32.00 37.05 8.0 40.0 12.08 0.30 1081.27 1.00 1.00 1.08 0.98 1.00 25001 10.42 300.00 300. 300.0 7.85 3.00 222.29 32.00 37.05 8.0 40.08 12.08 0.30 1081.27 1.00 1.00 L08 0.98 1.00 Deflection Load Combinations-Framing No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 .42 W1> Wl> 2 System 1.000 90 90 .42<W2 <W2 3 System 1.000 90 90 .5 E> F> 4 System 1.000 90 90 .5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt(Id--53,7) Description I Ratio Deflection(in.) Member I Joint Load Case Load Case Description Max Horizontal Deflection I (L/1853) 0.162 25001 11 1 W1> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-01773 7 Version: 2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 B[/TLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 58 of 169 Welded Girt(Id=53,8) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in-) (ft) O (ksi) (ksi) Jt.l JL2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.1 (p) (Includes all plates) Spandrel Beam Connection Desi n ASD Connection Plate Bolt Group Edge Weld Beam Cope Mem. R. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Romi Gage Pitch *a Size Side C Depth Id No in. in. in. ksi in. n r in. in. in. in. in. I in. 53.8 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2-0.1250 FO 3.91 1,50 53.8 2 ST 0.375 7.00 A -- 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-()19 10 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. Jt Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id t ase k k in-k k Deg. C % % % % in. in. 53,83 -0.01 -2.12 0.00 2.12 0.4 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRU ture 0,0261 0.0884 53,83 0.01 -2.12 0.00 2.12 0.4 1 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRu ture 0.0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X(in.) Displacement Yin.) Dis lacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Snmma -Controllin Load Case and Maximum Combined Stresses er Mcmbcr(Locations are from Joint 1) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-y Axial ar M Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k I in-k k k in-k in-k Flexure 25000 12.50 12.00 9 -0.0 -159.0 0.0 15.1 158.2 122.3 1.00 25000 0.00 12.00 3 -2.1 31.5 007 25001 0.00 12.00 9 -0.0 -159.0 0. 15,1 158.2 122.3 1.00 25001 12.5 12.00 3 2,1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12 50 300.00 300. 300.0 4.89 1.50 124.41 9.00 20.73 3.0 23.01 4.581 0.08 310.79 1.14 1.00 1.111 0.92 1.00 25001 0.00 300.00 300. 300.0 4.89 1.50 124AA 9.00 20.73 3.0 23,01 4.58 0.08 310.79 1.14 1.00 1.111 0.92 1.00 Deflection Load Combinations-Framia No. Origin Factor DefH I Defy Application Description 1 System 1.000 90 90 0.42 W1> I> 2 System 1.000 90 90 142<W2 W2 3 System 1.000 90 90 0.5 E> E> 4 Svstem 1.000 90 90 ).5<E E Controlling Frame Deflection Ratios for Cross Section:Welded Girl(Id=.i3,8 Description Ratio Deflection(in.) Member Joint Load Case Load Case Description Max.Horizontal Deflection L/1037) 0.289 25001 1 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 59 of 169 Welded Girt(Id=53,9) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) in.) (in.) (in.) (in.) (ft) ( ) (ksi) (ksi) Jt.1 R.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 1 0.2500 0.1644 12.00 1200 11.83 195.1 55.00 55.00 SS SS 3P Total Frame Weight=400.6 (p) (Includes all plates) S andrel Beam Connection Design ASD Connection Plate Bolt Group Edge Weld Beam Cope Mem. it. Type Thick. Height Length Fv Diam. Sec/Jt. Bolts Rows Gave Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in in. in. in. in. 53,9 i ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 3.91 1.50 53,9 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FI 4.25 1 0.25 Required trength Available Strength Ratio Min.Thickness Mem. it Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 53,9 1 3 -0.00 -2.14 0.00 12.141 0.1 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRu ture 0.0264 0.0884 53,9 2 3 0 00 -2.18 0.00 12.181 0.1 1.03 0.18 0.16 0.06 0.38 OK->Cli LocalBucklin 0.0269 0.1875 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Dis lacement X(m) Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 00001 Frame Design Member Summary-Controllina Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Ve Mex Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 9 -0.0 -1618 0.0 15.1 158.1 122.3 1.02 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 9 -0.0 -161.8 0-0 15.1 158.1 122.3 1.02 25001 1 12.501 12.00 3 1 2.21 0.07 Parameters Used for Axial and Flexural Des' n Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.0 20.73 3.0 23.0 4.5 0.08 310.7 1.14 1.00 1.11 0.92 1.0 25001 0.00 300.00 300. 300. 4.89 1.50 124.4 9.0 20.73 3.0 23.0 4.5 0.08 310.7 1.14 1.00 1.11 0.92 1.0 Deflection Load Combinations-FraminQ No. Origin Factor DefH I DefV Application Description 1 System 1.000 90 90 0.42 W1> WI> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 3.5 E> E> 4 System 1.000 90 90 .5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt Id=53,9 Description Ratio Deflection(in.) Member Joint Load Case Load Case Descri tion Max.Horizontal Deflection (L/1018) 0.295 25001 1 1 W I> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version:2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. i Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 773 7 Calculations Package Time:04:30 PM Page: 60 of 169 Roof: A Y i ih n C' i•4aximum Secondary Designs for Sha pe Unit 1-B ui ing on Side A Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status (in.) Bnd Shr Cmb We Cs (in.) Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs (in.) I,1 26.00 8.50x0.073 Z Con-60.0 Yes 46.5 0.92 0.00 0.00 0.00 2 0.80 0.29 0.99 0,92 2 46.5 1,2 25,00 8.50x0.073 Z Con-60.0 Yes 34.5 0.80 0.25 0.99 0.92 2 34.5 0.87 0.39 0.80 0.00 2 0.59 0.24 0.81 0.82 2 34.5 1,3 25.00 8.50x0.068 Z Con-60.0 Yes 34.5 0.59 0.25 0.81 0.82 2 34.5 1.02 0.45 0.93 0.00 2 0.72 0.31 0.98 0.99 2 34.5 1,4 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.72 0.31 0.98 0.99 2 22.5 0.87 0.58 0.92 0.00 2 0.70 0.30 0.95 0.98 2 22.5 1,5 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.70 0.31 0.95 0.98 2 34.5 0.98 0.44 0.89 0.00 2 0.66 0.26 0.87 0.86 2 34.5 1,6 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.66 0.26 0.87 0.86 2 34.5 0.71 0.40 0.70 0.00 2 0.71 0.31 0.96 0.98 2 34.5 1,7 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.71 0.31 0.96 0.98 2 34.5 0.86 0.58 0.90 0.00 2 0.72 0.31 0.97 0.99 2 34.5 1,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.72 0.31 0.97 0.99 2 34.5 0.98 0.44 0.89 0.00 2 0.70 0.31 0.95 0.98 2 34.5 1,9 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.70 0.30 0.95 0.98 2 22.5 0.87 0.58 0.92 0.00 2 0.72 0.31 0.98 0.99 2 22.5 1,10 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.72 0.31 0.98 0.99 2 34.5 1.02 0.45 0.93 0.00 2 0.59 0.25 0.81 0.82 2 34.5 1,11 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.59 0.24 0.81 0.82 2 34.5 0.87 0.39 0.80 0.00 2 0.80 0.25 0.99 0.92 2 34.5 1,12 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.80 0.29 0.99 0,92 2 46.5 0.92 0.00 0.90 0.00 2 2,1 26.00 8.500.068 Z Con-60.0 Yes 46.5 0.80 0.00 0.00 0.00 2 0.70 0.28 0.89 0.85 2 46.5 2,2 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.70 0.25 0.89 0.85 2 34.5 0.64 0.35 0.84 0.00 69 0.52 0.26 0.75 0.81 2 34.5 2,3 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.52 0.27 0.75 0.81 2 22.5 0.53 0.36 0.72 0.00 69 0.50 021 0.67 0.68 2 22.5 2,4 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.50 0.20 0.67 0,68 2 34.5 0.60 0.22 0.73 0.00 69 0.44 0.17 0.59 0.59 2 34.5 2,5 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.44 0.17 0.59 0.59 2 16.5 0.67 0.28 0.85 0.00 69 0.51 0.23 0.71 0.73 2 16.5 2,6 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.51 0.23 0.71 0.73 2 .16.5 0.81 0.41 1.02 0.00 69 0.56 0.28 0.80 0.85 2 16.5 2,7 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.56 0,28 0.80 0.85 2 16.5 0.99 0.50 0.93 0.00 2 0.56 0.28 0.80 0.85 2 16.5 2,8 25.00 8.50x0.068 Z Con-60.0 Yes 34.5 0.56 0.28 0.80 0.85 2 16.5 0.99 0.49 0.93 0.00 2 0.48 0.20 0.65 0.67 2 16.5 2,9 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.48 0.20 0.65 0.67 2 34.5 0.73 0.27 0.65 0.00 2 0.50 0.20 0.67 0.68 2 34.5 2,10 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.50 0.21 0.67 0.68 2 22.5 0.53 0.36 0.84 0.00 77 0.52 0.27 0.59 0.00 2 22.5 2,11 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.52 0.26 0.58 0.00 2 34.5 0.64 0.35 0.96 0.00 77 0.70 0.25 0.74 0.00 2 34.5 2,12 26.00 8.500.068 Z Con-60.0 Yes 46.5 0.70 0.28 0.76 0.00 2 46.5 0.71 0.06 1.01 0.00 77 3,1 26.00 8.500.088 Z Con-60.0 Yes 46.5 0.62 0.04 0.97 0.00 37 0.68 0.20 0.81 0.72 2 46.5 3,2 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.68 0.18 0.81 0.72 2 34.5 0.73 0.33 1.00 0.00 37 0.64 028 0.90 0.94 2 34.5 3,3 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.64 0.30 0.90 0.94 2 22.5 0.70 0.48 1.01 0.00 37 0.67 0.27 0.90 0.90 2 22.5 3,4 25,00 8.500.073 Z Con-60.0 Yes 34.5 0.67 0.27 0.90 0.90 2 34.5 0.73 0.29 0.98 0,00 37 0.60 0.23 0.80 0.79 2 34.5 35 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.60 0.23 0.80 0.79 2 34.5 0.58 0.33 0.85 0.00 37 0.58 0.20 0.74 0.72 2 34.5 3,6 25.00 8.500.079 ZS3 Con-60.0 Yes 34.5 0.58 0.20 0.74 0.72 2 34.5 0.15 0.06 0.69 0.00 80 0.61 0.23 0.81 0.80 2 34.5 3,7 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.61 0.23 0.81 0.80 2 22.5 0.84 0.58 0.89 0.00 2 0.70 0.31 0.96 0.98 2 22.5 3,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.70 0.31 0.96 0.98 2 34.5 0.99 0.44 0.90 0.00 2 0.61 0.23 0.80 0.79 2 34.5 3,9 25.00 8.500.073 Z Con-60.0 Yes 34.5 0,61 0.23 0.80 0.79 2 34.5 1.02 0.37 0.90 0.00 2 0.54 0.18 0.70 0.68 2 34.5 3,10 25.00 8.50x0.079 ZS3 Con-60.0 Yes 34.5 0.54 0.19 0.70 0.68 2 16.5 0.10 0.05 0.59 0.00 80 0.50 0.20 0.54 0.00 2 16.5 3,11 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.50 0.18 0.53 0.00 2 34.5 1.01 0.42 0.91 0.00 2 0.81 0.25 0.85 0.00 2 34.5 3,12 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.81 0.29 0.86 0.00 2 46.5 0.98 0.08 0.85 0.00 2 File: 17-017737 Version:2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. I Date: 8/29/2017 BUTLER BUUw Manutmiuring 17-017737 Calculations Package Time:04:30 PM Page: 61 of 169 4,1 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.98 0.08 0.85 0.00 2 0.75 0.26 0.92 0.85 2 34.5 4,2 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.75 0.23 0.92 0.85 2 34.5 1.00 0.35 0.87 0,00 2 0.59 0.25 0.82 0.85 2 34.5 4,3 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.59 0.26 0.82 0.85 2 16.5 0.85 0.59 0.91 0.00 2 0.67 0.27 0.90 0.90 2 16.5 4,4 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.67 0.27 0.90 0.90 2 34.5 1.02 0.37 0.90 0.00 2 0.60 0.23 0.80 0.79 2 34.5 4,5 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.60 0.23 0.80 0.79 2 34.5 0.72 0.40 0.71 0.00 2 0.50 0.13 0.51 0.00 2 34.5 4,6 25.00 8.50xO.O98 Z Con-60.0 Yes 34.5 0.10 0.03 0.64 0.00 82 34.5 0.08 0.03 0.97 0.00 82 0.10 0.03 0.67 0.00 82 34.5 4,7 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.53 0.14 0.55 0.00 2 34.5 0.87 0.58 0.91 0.00 2 0.71 0.31 0.97 0.98 2 34.5 4,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.71 0.31 0.97 0.98 2 34.5 0.58 0.32 0.71 0.00 45 0.61 0.23 0.80 0.79 2 34.5 4,9 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.61 0.23 0.80 0.79 2 34.5 1.01 0.37 0.89 0.00 2 0.43 0,10 0.44 0.00 2 34.5 4,10 25.00 8.500.113 Z Con-60.0 Yes 34.5 0.09 0.02 0.65 0.00 82 16.5 0.07 0.00 0.98 0.00 82 0.07 0.02 0.61 0.00 82 16.5 4,11 25.00 8.500.079 Z Con-60.0 Yes 34.5 0.29 0.07 0.39 0.00 45 34.5 0.71 0.23 1.01 0.00 45 0.57 0.12 0.59 0.00 2 34.5 4,12 26.00 8.500.098 Z Con-60.0 Yes 46.5 0.47 0.11 0.69 0.00 45 34.5 0.56 0.03 0.96 0.00 45 5,1 26.00 MOM. EZ Sim-60.0 Yes 0.0 0.42 0.01 0.54 0.00 37 5,2 25.00 10.00xO.113 EZ Sim-60.0 Yes 0.0 0.39 0.01 0.51 0.00 37 5,3 25.00 10.000.113 EZ Sim-60.0 Yes 0.0 0.39 0.01 0.51 0.00 37 5,4 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.68 0.00 37 5,5 25.00 I0.00 0.079 EZ Sim-60.0 Yes 0.0 0.13 0.00 0.70 0.00 80 5,6 25.00 10.00 0.079 EZ Sim-60.0 Yes 0.0 0.57 0.00 0.00 0.00 2 5,7 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.57 0.00 45 5,8 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.57 0.00 45 5,9 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.57 0.00 45 5,10 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.57 0.00 0.00 0.00 2 5,11 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.13 0.00 0.84 0.00 82 5.12 26.00 10.000.079 EZ Sim-60.01 Yes 1 0.0 1 0.47 1 0.00 1 0.75 1 0.00 45 Maximum Sec ndary Deflections for Shape Unit 1-Building on Side A Desi n Id I Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 -1.41 (L/212) 11.50 2 1.0SMS 1 2 -0.20 (L/1476) 39.88 2 LOWS 1 3 -0.61 (L/493) 62.88 2 LOSMS 1 4 -0.58 (L/516) 88.38 2 LOSMS 1 5 -0.52 (L/577) 113.38 2 LOSMS 1 6 -0.50 (L/598) 138.38 2 LOSMS 1 7 -0.57 (L/526) 163.38 2 LOSMS 1 8 -0.52 (L/582) 188,38 2 LOSMS 1 9 -0.58 (L/516) 213.38 2 LOSMS 1 10 -0.61 (L/489) 238.88 2 LOSMS 1 11 -0.20 (L/1493) 262.38 2 LOSMS 1 12 -1.43 (L/210) 290.38 2 LOSMS 2 1 -1.14 (L/262) 11.50 2 LOWS 2 2 -0.18 (L/1665) 39.88 2 LOWS 2 3 -0.53 (L/567) 63.38 2 LOWS 2 4 -0.32 (L/932) 88.38 2 LOSMS 2 5 -0 43 (L/696) 113.38 2 LOSMS 2 6 -0.49 (L/611 ) 138.38 2 LOSMS 2 7 -0.49 (L/609) 163.38 2 LOSMS 2 8 -0.49 (L/615) 188.38 2 LOSMS 2 9 -0.32 (L/942) 213.38 2 LOSMS 2 10 -0.53 (L/564) 238.88 2 LOSMS 2 11 -0.18 (L/1668) 262.38 2 LOSMS 2 12 -1.15 (L/260) 290.38 2 LOSMS 3 1 -1.19 (L/251 ) 11.50 2 LOSMS 3 2 -0.22 (L/1354) 39.38 2 LOSMS 3 3 -0.70 (L/426) 63.38 2 LOSMS 3 4 -0.44 (L/689) 88.38 2 LOWS 3 5 -0.52 (L/582) 113.38 2 LOSMS 3 6 -0.42 (L/717) 138.38 2 LOSMS 3 7 -0.61 (L/493) 163.38 2 LOSMS 3 8 -0.52 (L/580) 188.38 2 LOSMS 3 9 -0.44 (L/678) 213.38 2 LOSMS 3 10 -0.58 (L/518) 238.88 2 LOSMS 3 11 -0.23 (L/1326) 262.38 2 1.0SMS 3 12 -1.42 (L/212) 290.38 2 LOSMS 4 1 -1 43 (L/210) 11.50 2 LOWS 4 2 -0 18 (L/1702) 39.88 2 LOSMS 4 3 -0 73 (L/413) 63.38 2 LOSMS 4 4 -0.44 (L/680) 88.88 2 LOSMS File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 62 of 169 4 5 -0.51 (L/583 ) 113.38 2 LOSMS 4 6 -0.33 (L/918) 138.38 2 LOSMS 4 7 -0.57 (L/526) 163.38 2 LOSMS 4 8 -0.51 (L/592) 188.38 2 LOSMS 4 9 -0.46 (L/657) 213.38 2 LOSMS 4 10 -0.41 (L/726) 238.88 2 LOSMS 4 11 -0.22 (L/1379} 262.38 2 LOSMS 4 12 -1.09 (L/275) 289.88 2 LOSMS 5 1 -0.66 (L/457) 13.50 2 LOSMS 5 2 -0.66 (L/455) 38.50 2 LOSMS 5 3 -0.66 (L/455) 63.50 2 LOSMS 5 4 -0.94 (L/320) 88.50 2 LOSMS 5 5 -0.94 (L/320) 113.50 2 LOSMS 5 6 -0.94 (L/320) 138.50 2 LOSMS 5 7 -0.94 (L/320) 163.50 2 LOSMS 5 8 -0.94 (L/320) 188.50 2 LOSMS 5 9 -0.94 (L/320) 213.50 2 LOSMS 5 10 -0.94 (L/320) 238.50 2 LOSMS 5 11 -0.94 (L/320) 263.50 2 LOSMS 5 1 12 1 -0.93 (L/322) 288.50 2 LOSMS Purlin Anchor a a Forces for Shape Unit 1-Buildin ,Roof A,Panel Tv pc is MR24,Pitch= 0.750:12 AR HD if rc 'd-EPC3 Bay Thickness Load(psf) Ld Case 4 Purlins Length Simple? Diaphragm Allowable Defl Actual Defl Width 1 0.073 -29.15 2 13 26.00 N 65.63 1.733 0.786 2 0.073 -29.15 2 13 25.00 N 65.63 1.667 0.602 3 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.594 4 0,060 -29.15 2 13 25.00 N 65.63 1.667 0.605 5 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.591 6 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.591 7 0.060 -29.15 2 13 25.00 N 65.63 1.667 0.605 8 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.588 9 0.060 -29.15 2 13 25.00 N 65.63 1.667 0.605 10 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.591 11 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.592 12 1 0.073 1 -29-15 1 2 13 26.00 N 65.63 1.733 0.784 Reference Located @ Force per Anch. Force per Anch.Allow Req'd AR Actual Required Available Diaphragm Diaphragm Diaphragm Fnn-Line Line(k) Anchor Anchors AR.STD Stiffness Stiffness Allow Shr Stress Ratio 1(0.00) Frame 0.28U 0.02U (k) 0.16 0 0,0 1.338 5.850 0.069 0.003 0.048 BR.1 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.3 0.24T(in-k) 4.35 1 1,0 0.069 0,000 0.000 2(26.00) Frame 0.33U 0.02U (k) 0.32 0 0,0 1.564 15.777 0.069 0.003 0.044 BR.1 0.11T(in-k) 4.35 1 1,0 0.069 0,000 0.000 BR.2 O.11T(in-k) 4.35 1 1,0 0.069 0.000 0.000 3(51.00) Frame 0.19U O.OlU (k) 0.30 0 0,0 0.913 14A55 0-069 0.002 0.022 BR-1 0.11T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 4(76.00) Frame 0.44U 0.02U (k) 0.25 0 0,0 2.054 11.385 0.069 0.003 0.048 BR 1 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 5(101.00) Frame 0.43U 0.02U (k) 0.25 0 0,0 2.031 11,385 0.069 0.003 0.047 BR 1 0.1 OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.1 OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 6(126.00) Frame 0.26U O.OlU (k) 0.18W 0 0,3 1.224 12.844 0.069 0,001 0.020 BR.1 0.1 OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 5100) Frame 0.43U 0.02U (k) 017W 0 0,3 2.047 11,285 0.069 0.003 0.047 BR.1 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR 2 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 8(176.00) Frame 0.43U 0.02U (k) 0.25 0 0,0 2031 11.385 0.069 0.003 0.047 BR.1 0.1 OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 9(201,00) Frame 0.44U 0.02U (k) 0.25 0 0,0 2054 11.385 0.069 0.003 0.048 BR.1 0.14T(in-k) 4,35 1 1,0 0.069 0.000 0.000 BR.2 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 File: 17-017737 Version:2017.Ib Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 17-017737 Calculations Package Time:04:30 PM " Page: 63 of 169 10(226.00) Frame 0.43U 0.02U (k) 0.17W 0 0,3 2.023 11.285 0.069 0.003 0.047 BR 1 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR 2 0.1 OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 11(251.00) Frame 0.26U 0.01 U (k) 0.18W 0 0,6 1.219 12.748 0.069 0.001 0.020 13R.1 0.1 OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 13R.2 0.11T(in-k) 4.35 1 1,0 0.069 0.000 0.000 12(276 00) Frame 0.40U 0.02U (k) 0.19W 0 0,4 1,866 13.877 0.069 0.003 0.041 13R.1 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 13R.2 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.3 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 13(302.00) 1 Frame I 0.29U I 0.02U (k) I 0.15W 1 0 0.4 1.366 6.242 0.069 0.003 0.050 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/20l 7 er BUTLER Butl Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM �` Page: 64 of 169 Roof. B Y A N- In bl k h L i Al Ail, I Maximum Secondan'Designs for Sha De Unit 1-Bui line on Side B Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % I % % % Ld Lap Id ft) Status in.) Bnd Shr Cmb We Cs (in.) Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs (in.) 1,1 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.92 0.00 0.00 0.00 2 0.80 0.29 0.99 0.92 2 46.5 1,2 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.80 0.25 0.99 0.92 2 34.5 0.87 0.39 0.80 0.00 2 0.59 0.24 0.81 0.82 2 34.5 1,3 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.59 0.25 0.81 0.82 2 34.5 1.02 0.45 0.93 0.00 2 0.72 0.31 0.98 0.99 2 34.5 1,4 25.00 8.50x0.060 Z Con-60.0 Yes 34.5 0.72 0.31 0.98 0.99 2 22.5 0.87 0.58 0.92 0.00 2 0.70 0.30 0.95 0.98 2 22.5 15 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.70 0.31 0.95 0.98 2 34.5 0.98 0.44 0.89 0.00 2 0.72 0.31 0.97 0.99 2 34.5 1,6 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.72 0.31 0.97 0.99 2 34.5 0.86 0.58 0.90 0.00 2 0.71 0.31 0.96 0.98 2 34.5 1,7 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.71 0.31 0.96 0.98 2 34.5 0.71 0.40 0.70 0.00 2 0.66 0.26 0.87 0.86 2 34.5 1,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.66 0.26 0.87 0.86 2 34.5 0.98 0.44 0.89 0.00 2 0.70 0.31 0.95 0.98 2 34.5 1,9 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.70 0.30 0.95 0.98 2 22.5 0.87 0.58 0.92 0.00 2 0.72 0.31 0.98 0.99 2 22.5 1,10 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.72 0.31 0.98 0.99 2 34.5 1.02 0.45 0.93 0.00 2 0.59 0.25 0.81 0.82 2 34.5 1,11 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.59 0.24 0.81 0.82 2 34.5 0.87 0.39 0.80 0.00 2 0.80 0.25 0.99 0.92 2 34.5 1,12 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.80 0.29 0.99 0.92 2 46.5 0.92 0.00 0.90 0.00 2 2,1 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.92 0.00 0.00 0.00 2 0.80 0.29 0.99 0.92 2 46.5 2,2 25,00 8.50x0.068 Z Con-60.0 Yes 34.5 0.80 0.25 0.99 0.92 2 34.5 0.87 0.39 0.80 0.00 2 0.59 0.24 0.81 0.82 2 34.5 2,3 25.00 8.50x0.068 Z Con-60.0 Yes 34.5 0.59 0.25 0.81 0.82 2 34.5 1.02 0.45 0.93 0.00 2 0.72 0.31 0.98 0.99 2 34.5 2,4 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.72 0.31 0.98 0.99 2 22.5 0.87 0.58 0.92 0.00 2 0,70 0.30 0.95 0.98 2 22.5 2,5 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.70 0.31 0.95 0.98 2 34.5 0.98 0.44 0.89 0.00 2 0.72 0.31 0.97 0.99 2 34.5 2,6 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.72 0.31 0.97 0.99 2 34.5 0.86 0.58 0.90 0.00 2 0.71 0.31 0.96 0.98 2 34.5 2,7 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.71 0.31 0.96 0.98 2 34.5 0.71 0.40 0.70 0.00 2 0.66 0.26 0.87 0.86 2 34.5 2,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.66 0.26 0.87 0.86 2 34.5 0.98 0.44 0.89 0.00 2 0.70 0.31 0.95 0.98 2 34.5 2,9 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.70 0.30 0.95 0.98 2 22.5 0.87 0.58 0.92 0.00 2 0.72 0.31 0.98 0.99 2 22.5 2,10 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.72 0.31 0.98 0.99 2 34.5 1.02 0.45 0.93 0.00 2 0.59 0.25 0.81 0.82 2 34.5 2,11 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.59 0.24 0.81 0.82 2 34.5 0.87 0.39 0.80 0.00 2 0.80 0.25 0.99 0.92 2 34.5 2,12 26.00 8.500.073 Z Con-60 0 Yes 46.5 0.80 0.29 0.99 0.92 2 46.5 0.92 0.00 0.90 0.00 2 3,1 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.70 0.28 0.97 0.00 77 0.64 0.25 0.81 0.77 2 46.5 3,2 25.00 8.500;060 Z Con-60.0 Yes 34.5 0.64 0.22 0.81 0.77 2 22.5 0.63 0.35 0.95 0.00 77 0.51 0.26 0.75 0.81 2 22.5 3,3 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.51 0.27 0.75 0.81 2 22.5 0.60 0.38 0.92 0.00 77 0.50 0.21 0.67 0.68 2 22.5 3,4 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.50 0.20 0.67 0.68 2 34.5 0.73 0.27 0.65 0.00 2 0.48 0.20 0.65 0.67 2 34.5 3,5 25.00 8.50x0.068 Z Con-60.0 Yes 34.5 0.48 0.20 0.65 0.67 2 16.5 0.99 0.49 0.93 0.00 2 0.56 0.28 0.80 0.85 2 16.5 3,6 25.00 8.50x0.060 Z Con-60.0 Yes 34.5 0.56 0.28 0.80 0.85 2 16.5 0.99 0.50 0.93 0.00 2 0.56 0.28 0.80 0.85 2 16.5 3,7 25.00 8.50x0.060 Z Con-60.0 Yes 34.5 0.56 0.28 0.80 0.85 2 16.5 0.81 0.41 1,02 0.00 69 0.56 0.28 0.80 0.85 2 16.5 3,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.56 0.28 0.80 0.85 2 16.5 0.81 0.40 1.02 0.00 69 0.48 0.20 0.65 0.67 2 165 3,9 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.48 0.20 0.65 0.67 2 34.5 0.60 0.22 0.73 0.00 69 0.50 0.20 0.67 0.68 2 34.5 3,10 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.50. 0.21 0.67 0.68 2 22.5 0.60 0.38 0.80 0.00 69 0.51 0.27 0.75 0.81 2 22.5 3,11 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.51 0.26 0.75 0.81 2 22.5 0.63 0.35 0.83 0,00 69 0.64 0.22 0.81 0.77 2 22.5 3,12 26.00 8.50x0.073 Z Con-60.0 Yes 46.5 0.64 0.25 0.81 0.77 2 46.5 0.86 0.34 0.77 0.00 2 File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER .' ° 9uU!r Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 65 of 169 4,1 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.92 0.00 0.00 0.00 2 0.81 0.29 0.99 0.92 2 46.5 4,2 23.00 8.500.068 Z Con-60.0 Yes 34.5 0.81 0.25 0.99 0.92 2 34.5 1.01 0.42 0.90 0.00 2 0.50 0.18 0,67 0.68 2 34.5 4,3 25.00 8.500.079 ZS3 Con-60.0 Yes 34.5 0.50 0.20 0.67 0.68 2 16.5 0.10 0.05 0.62 0.00 80 0.54 0.19 0.70 0.68 2 16.5 4,4 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.54 0.19 0.70 0.68 2 34.5 1.02 0.37 0.90 0.00 2 0.56 0.21 0.74 0.73 2 34.5 4,5 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.56 0.21 0.74 0.73 2 16.5 0.95 0.37 0.85 0.00 2 0.55 0.21 0.73 0.73 2 16.5 4,6 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.55 0.21 0.73 0.73 2 16.5 0.95 0.37 0.85 0.00 2 0.49 0.15 0.62 0.59 2 16.5 4,7 25.00 8.500.088 ZS3 Con-60.0 Yes 34.5 0.49 0.15 0.62 0.59 2 34.5 0.15 0.04 0.64 0.00 80 0.52 0.16 0.66 0.62 2 34.5 4,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.52 0.16 0.66 0.62 2 16.5 0.57 0.33 0.80 0.00 69 0.59 0.23 0.79 0.79 2 16.5 4,9 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.59 0.23 0.79 0.79 2 34.5 0.79 0.30 1.02 0.00 69 0.62 0.23 0.82 0.80 2 34.5 4,10 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.62 0.24 0.82 0.80 2 22.5 0.59 0.33 0.82 0.00 69 0.59 0.25 0.80 0.82 2 22.5 4,11 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.59 0.24 0.80 0.82 2 34.5 0.73 0.33 0.97 0.00 69 0.68 0.18 0.81 0.72 2 34.5 4,12 26.00 8.500.088 Z Con-60.0 Yes 46.5 0.68 0.20 0.81 0.72 2 46.5 0.62 0.04 0.93 0.00 69 5,1 26.00 8.5OxO.098 Z Con-60.0 Yes 46.5 0.55 0.03 0.95 0.00 77 0.48 0.12 0.70 0.45 77 46.5 5,2 25.00 8.500.079 Z Con-60.0 Yes 34.5 0.59 0.12 0.66 0.55 2 34.5 0.63 0.22 0.93 0.00 77 0.29 0.07 0.39 0.00 77 34.5 5,3 23.00 8.50x0.113 Z Con-60.0 Yes 34.5 0.07 0.02 0.62 0.00 82 16.5 0.09 0.02 1.02 0.00 82 0.09 0.02 0.66 0.00 82 16.5 5,4 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.43 0.10 0.44 0.00 2 22.5 1.00 0.37 0.89 0.00 2 0.56 0.21 0.74 073 2 22.5 55 25.00 8.50xO.O73 Z Con-60.0 Yes 34.5 0.56 0.21 0.74 0.73 2 34.5 0.85 0.35 0,77 0.00 2 0.66 0.27 0.89 0.89 2 34.5 5,6 23.00 8.500.060 Z Con-60.0 Yes 34.5 0.66 0.27 0.89 0.89 2 34.5 0.87 0.58 0.91 0.00 2 0.53 0.14 0.54 0.00 2 34.5 5,7 25.00 8.500.098 Z Con-60.0 Yes 34.5 0.10 0,03 0.68 0.00 82 34.5 0.08 0.03 0.99 0.00' 82 0.10 0.03 0.65 0.00 82 34.5 5,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.50 0.13 0.51 0.00 2 34.5 0.98 0.44 0.89 0.00 2 0.60 0.23 0.79 0.79 2 34.5 5,9 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.60 0.23 0.79 0.79 2 22.5 1.00 0.37 0.89 0.00 2 0.61 0.23 0.80 0.80 2 22.5 5,10 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.61 0.24 0.80 0.80 2 16.5 0.99 0.45 0.91 0.00 2 0.58 0.25 0.80 0.82 2 16.5 5,11 25.00 8.500.068 Z Con-60.0 Yes 34.5 0,58 0.24 0.80 0.82 2 34.5 1.03 0.42 0.92 0.00 2 0.81 0.25 0.99 0.92 2 34.5 5,12 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.81 0.29 0.99 0.92 2 46.5 0,92 0.00 0.90 0.00 2 6,1 26.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.75 0.00 77 6,2 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.13 0.00 0.81 0.00 82 6,3 25.00 10.000.079 EZ Sim-60,.0 Yes 0.0 0.57 0.00 0.00 0.00 2 6,4 25.00 10.00xO.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.57 0.00 77 6,5 25.00 10.000.079 EZ Sim-60-0 Yes 0.0 0.47 0.00 0.57 0.00 77 6,6 25.00 10.000.079 EZ Sim-60 0 Yes 0.0 0.47 0.00 0.57 0.00 77 6,7 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.57 0.00 0.00 0.00 2 6,8 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.13 0.00 0.95 0.00 80 6,9 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.13 0.00 0.84 0.00 80 6,10 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.13 0.00 0.73 0.00 80 6,11 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.67 0.00 69 6.12 126.0011O.00xO.079 EZ Sim-60.0 I Yes 1 0.0 0.47 0.00 1 0,67 1 0.00 1 69 Maximum Secondan'Deflections for Shape Unit 1-Buildin_on Side B Design Id Segment Deflection(in.) Ratio Localion(ft) Load Case Description 1 1 -1.41 (L/212) 11.50 2 LOSMS 1 2 -0.20 (L/1476) 39.88 2 LOSMS 1 3 -0.61 (L/493) 62.88 2 LOSMS 1 4 -0.58 {L/516) 88.38 2 LOWS 1 5 -0.52 (L/579) 113.38 2 LOWS 1 6 -0.57 (L/525) 138.38 2 LOWS 1 7 -0.50 (L/598) 163.38 2 LOWS 1 8 -0.52 (L/580) 188.38 2 LOWS 1 9 -0.58 (L/516) 213.38 2 1.OSMS 1 10 -0.61 (L/489) 238.88 2 LOSMS 1 11 -0.20 (L/1494) 262.38 2 LOWS 1 12 -1.43 (L/210) 290.38 2 LOWS 2 1 -1.41 (L/212) 11.50 2 LOSMS 2 2 -0.20 (L/1476) 39.88 2 LOSMS 2 3 -0.61 (L/493) 62.88 2 LOWS 2 4 -0.58 (L/516) 88.38 2 LOWS 2 5 -0.52 (L/579) 113.38 2 LOSMS 2 6 -0.57 (L/525) 138.38 2 LOWS 2 7 -0.50 (L/598) 163.38 2 LOWS 2 8 -0.52 (L/580) 188.38 2 LOSMS 2 9 -0 58 (L/516) 213.38 2 LOWS 2 10 -0.61 (L/489) 238.88 2 LOSMS 2 11 -020 (L/1494) 262.38 2 LOSMS 2 12 -1.43 (L/210) 290.38 2 LOSMS 3 1 -1.06 (L/283) 11.50 2 LOWS 3 2 -0.22 (L/1375) 39.38 2 LOWS 3 3 -0 53 (L/564) 63.38 2 LOWS 3 4 -0.32 (L/947) 88.38 2 1.OSMS File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM _._ Page: 66 of 169 3 5 -0.48 (L/620) 113.38 2 LOSMS 3 6 -0.49 (L/609) 138.38 2 LOSMS 3 7 -0.49 (L/609) 163.38 2 LOSMS 3 8 -0.49 (L/615) 188.38 2 LOSMS 3 9 -0.32 (L/943) 213.38 2 LOSMS 3 10 -0.53 (L/565) 238.88 2 LOSMS 3 11 -0.22 (L/1370) 262.38 2 LOSMS 3 12 -1.07 (L/280) 290.38 2 LOSMS 4 1 -1.40 (L/214) 11.50 2 LOSMS 4 2 -0 23 (L/1328) 39.88 2 LOSMS 4 3 -0.57 (L/523) 63.38 2 1.OSMS 4 4 -0.46 (L/659) 88.38 2 LOSMS 4 5 -0 53 (L/561 } 113.38 2 LOSMS 4 6 -0.53 (L/570) 138.38 2 LOSMS 4 7 -0.38 (L/782) 163.38 2 LOSMS 4 8 -0.57 (L/531} 188.38 2 LOSMS 4 9 -0.45 (L/666) 213.38 2 LOSMS 4 10 -0.63 (L/475) 238.88 2 LOSMS 4 11 -0.23 (L/1296) 262.38 2 LOSMS 4 12 -1 20 (L/250) 290.38 2 LOSMS 5 1 -1 06 (L/283) 11.50 2 LOSMS 5 2 -0 21 (L/1432) 39.88 2 LOSMS 5 3 -0.41 (L/725) 62.88 2 LOSMS 5 4 -0.49 (L/613) 88.38 2 LOSMS 5 5 -0.47 (L/638) 113.38 2 LOSMS 5 6 -0.57 (L/529) 138.38 2 LOSMS 5 7 -0.33 (L/922) 163.38 2 LOSMS 5 8 -0.52 (L/578) 188.38 2 LOSMS 5 9 -0 48 (L/627) 213.38 2 LOSMS 5 10 -0 67 (L/445) 238.88 2 LOWS 5 11 -0 21 (L/1411) 262.38 2 LOSMS 5 12 -1 42 (L/211) 290.38 2 LOSMS 6 1 -0.93 (L/322) 13.50 2 LOSMS 6 2 -0.94 (L/320) 38.50 2 1.0SMS 6 3 -0.94 (L/320) 63.50 2 LOSMS 6 4 -0.94 (L/320) 88.50 2 LOSMS 6 5 -0.94 (L/320) 113.50 2 LOSMS 6 6 -0.94 (L/320) 138.50 2 LOSMS 6 7 -0.94 (L/320) 163.50 2 LOSMS 6 8 -0.94 (L/320) 188.50 2 LOSMS 6 9 -0.94 (L/320} 213.50 2 LOSMS 6 10 -0.94 (L/320) 238.50 2 LOSMS 6 11 -0.94 (L/320 1 263.50 2 1.OSMS 6 1 12 1 -0.93 L/322 i 288.50 1 2 LOSMS Purlin Anchora a Forces for Shape Unit 1-Buildie .Roof 13,Panel Tv a is D1R24,Pitch= 0.750:12 AR Clip if re 'd-GPC3 Bay Thickness Load(psf) Ld Case #Purlins Length Simple? Diaphragm Allowable Defl Actual Defl Width 1 0.073 -29.15 2 13 26.00 N 65.63 1.733 0.785 2 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.594 3 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.591 4 0.060 -29.15 2 13 25.00 N 65.63 1.667 0.605 5 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.588 6 0.060 -29.15 2 13 25.00 N 65.63 1.667 0.605 7 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.591 8 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.591 9 0.060 -29.15 2 13 25.00 N 65.63 1.667 0.605 10 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.591 11 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.593 12 0.073 -29.15 1 2 13 1 26.00 N 65.63 1.733 1 0.785 Reference Located @ Force per Anch Force per Anch Allow Req'd AR Actual Required Available Diaphragm Diaphragm Diaphragm Fnn-Line Linc(k) Anchor Anchors AR,STD Stiffness Stiffness Allow Shr Stress Ratio l(0.00) Frame 0.28U 0.02U (k) 0,16 0 0,0 1.338 5.850 0.069 0.003 0.048 BR 1 0.24T(in-k) 4.35 1 1.0 0.069 0.000 0.000 BR.2 0.24T(in-k) 4.35 1 1,0 0,069 0.000 0.000 BR.3 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 File: 17-017737 Version:2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM """"�"`" Page: 67 of 169 2(26.00) Frame 0 41 U 0.02U (k) 0.30 0 0,0 1.906 14.453 0,069 0.003 0.042 BRA 0.11T(in-k) 4.35 1 1,0 0.069 0,000 0.000 BR.2 0.IOT(in-k) 4.35 1 1,0 0.069 0.000 0.000 3(51 00) Frame 0.26U 0 O1 U (k) 0.18W 0 0,3 1.224 12.844 0.069 0.001 0.020 BRA 0.1 OT(in-k) 4.35 1 1,0 0.069 0,000 0.000 13R.2 0.1 OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 4(76 00) Frame 0.43U 0.02U (k) 0.17W 0 0,3 2.047 11.285 0.069 0.003 0.047 BR.1 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 5(101.00) Frame 0.43U 0.02U (k) 0.25 0 0,0 2031 11.385 0.069 0.003 0.047 BRA 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 13R.2 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 6(126.00) Frame 0.44U 0.02U (k) 0.25 0 0,0 2054 11.385 0.069 0.003 0.048 BR.1 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 7(151 00) Frame 0.43U 0.02U (k) 0.17W 0 0,3 2.023 11.285 0.069 0.003 0,047 BR.1 0.1 OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.1 OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 8(176.00) Frame 0.26U O.OIU (k) 0.18W 0 0,3 1.224 12.844 0.069 0.001 0.020 BRA 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.1OT(in-k) 4,35 1 1,0 0.069 0.000 0 000 9(201.00) Frame 0.44U 0.02U (k) 0.25 0 0,0 2.054 11.385 0.069 0.003 0.048 BR.1 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 13R.2 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 10(226.00) Frame 0.43U 0.02U (k) 0.25 0 0,0 2.031 11.385 0 069 0.003 0.047 13R.1 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR2 0.1 OT(in-k) 4.35 1 1'0 0.069 0.000 0.000 11(251.00) Frame 0 26U O.O I U (k) 0.28 0 0,0 1.239 13,132 0.069 0.001 0.021 BR.1 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.11T(in-k) 4.35 1 1,0 0.069 0.000 0.000 12(276.00) Frame 0 40U 0.02U (k) 0.30 0 0,0 1.895 14.453 0.069 0.003 0.042 BRA 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.3 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 13(302.00) 1 Frame I 0.28U I 0.02U k) 1 0.16 0 0.0 1 1.338 1 5.850 0.069 0.003 0.048 File: 17-01773 7 Version: 2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM __._.._ Page: 68 of 169 Framing-Summary Report Loads and Codes-Shape:Unit I-Building City: Arlington County: Snohomish State: Washington Country: United States Building Code:Washington State Building Code 2015 Structural: 1 OAISC-ASD Rainfall:I:0.10 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD Pc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity3.00 psf Roof Covering+Second.Dead Load:2.18 psf Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):3.50 psf-USR Wind Load Snow Load Seismic Load Wind Speed:Vult: 110.00(Vasd:85.21)mph Ground Snow Load:pg: 17.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:p£ 11,90 psf Mapped NICE Acceleration:Ss: 107.30%g Wind Exposure:C-Kz:0.995 Design Snow(Sloped):ps: 11.90 psf Mapped MCE Acceleration:S1:41.80%g Parts Wind Exposure Factor:0.995 Rain Surcharge:0.00 Site Class:Stiffsoil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie: 1.000 Topographic Factor:Kzt: 1.0000 Exposure Factor:2 Partially Exposed-Cc: 1.00 Design Acceleration Parameter:Sds:0.7660 Snow Importance:Is: 1.000 Design Acceleration Parameter:Sd 1:0.4409 NOT Windborne Debris Region Thermal Factor:Heated-Ct: 1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/6/0 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a: 12/9/0 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.19 psf Fundamental Period Height Used:31/10/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.4466 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.2683 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Precast Concrete Wall Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels File: 17-017737 Version:2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 69 of 169 Wall: 4,Frame at: 1/0/0 Frame Cross Section: 13.8 A.4 11 "6 B.51 B.7 (9 m mm m { m m m Lt. � LL �� 3: m m m u () GFB 2)GFB i GFB 2)GFB GF8 FB 2)GFB GFB GFB Ct )GFB 2)GFB GFB Y 0 M X Dimension Key 1 8 1/2" 2 2 @ 4'-0" 3 3-101/2" 4 1'-1" 5 2 @ 4'-9 5/16" 6 4'-0" 7 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members I(CX001)and 15(CX002):125'-8 13/16" Horiz.Clearance between members I(CX001)and 16(CX002):125'-9" Horiz.Clearance between members 2(CX001)and 15(CX002): 125'-8 5/8" Horiz.Clearance between members 2(CX001)and 16(CX002):125'-8 13/16" Vert.Clearance at member 2(CX001):28'-7 11/16" Vert.Clearance at member 15(CX002):28'-8 5116" Vert.Clearance at member 17(EPX001):31'-2 15/16" Vert.Clearance at member 18(EPX002):33'-4 7/16" Vert.Clearance at member 19(EPX003):34'-0 3/8" Vert Clearance at member 20(EPX004):32'-11 9/16" Vert Clearance at member 21(EPX005):3 F-1 1/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version:2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 70 of 169 Frame Location Design Parameters: Location I AyLL Bay Space I Description Angle Group Trib.Override Design Status 1/0/0 1 13/6/0 jEndwall Frame(a),,FEW 90.0000 Stress Check Desi n Load Combinations-Framing No Origin Factor I Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 1 and 2) 6 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 2 and 3) 7 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 3 and 4) 8 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 4 and 5) 9 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 5 and 6) 10 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 11 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 12 System 1.000 1.0D+I.0CG+1.0US1* D+CG+US1* 13 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 14 System 1.000 1.0D+I.0CG+0.6W1> D+CG+WI> 15 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 16 System 1.000 1.0 D+1.0 CG+0.6 W2> ID+CG+W2> 17 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 18 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 19 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 20 System 1.000 0.6 MW MW-Wall: 1 21 System 1.000 0.6 MW MW-Wall:2 22 System 1.000 0.6 MW MW-Wall:3 23 System 1.000 0.6 MW MW-Wall:4 24 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 25 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<W1 26 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 27 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 28 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 29 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 30 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 31 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W 1 32 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 33 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 34 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 35 System 1.000 1.0 D+1.0 CG+0.75 L+0,45 WPR D+CG+L+WPR 36 System 1.000 1.0D+I.0CG+0.75S+0.45W1> D+CG+S+W1> 37 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 38 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 39 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 40 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 41 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 42 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 43 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 44 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 45 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 46 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 47 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 48 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 49 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 50 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 51 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 52 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 53 1 OMF Connection 1 1.000 10.6 D+0.6 CU+2.45<E+0.7 EG- ID+CU+<E+EG- Frame Member Sizes Mem. Fig Width Fig Thk Web Thk Depth] Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) O (ksi) (ksi) Jt.I Jt.2 1 600 0.2500 0.1644 18.00 18.00 20.00 415.5 55.00 55.00 BP SS 3P 2 6.00 0.3750 0.1644 18.00 18.00 11.21 296.9 55.00 55.00 SS KN 3P 3 5.00 0.3125 0.1644 29.00 18.00 14.30 324.8 55.00 55.00 KN SS 3P File: 17-017737 Version:2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM "'" Page: 71 of 169 4 5.00 0.2500 0.1345 18.00 18.00 10.78 178.1 55.00 55.00 SS SS 3P 5 5.00 0.2500 0.1345 18.00 11.00 11.72 182.1 55.00 55.00 SS SP 3P 6 5.00 0.3125 0.1345 11.00 11.00 13.03 2077 55.00 55.00 SP SS 3P 7 5.00 0.3125 0.1345 11.00 11.00 10.05 161.8 55.00 55.00 SS SP 3P 8 5.00 0.1875 0.1345 11.00 14.71 5.03 6T8 55.00 55.00 SP SS 3P 9 5.00 0.1875 0.1345 14.71 11.00 5.00 67.4 55.00 55.00 SS SP 3P 10 5.00 0.3125 0.1345 11.00 11.00 16.60 262.5 55.00 55.00 SP SS 3P 11 5.00 0.3125 0.1345 11.00 11.00 11.39 182.4 55.00 55.00 SS SP 3P 12 5.00 0.3125 0.1345 11.00 18.00 9.35 166.1 55.00 55.00 SP SS 3P 13 5.00 0.3125 0.1345 18.00 18.00 11.27 209.4 55.00 55.00 SS SS 3P 14 5.00 0.3125 0.1644 18.00 29.00 11.30 242.1 55.00 55.00 SS KN 3P 15 6.00 0.3750 0.1644 28.00 28.00 11.21 374.2 55.00 55.00 SS KN 3P 16 6.00 0.3125 0.1644 12.00 28.00 20.00 482.8 55.00 55.00 BP SS 3P 17 8.00 0.2500 0.1644 11.00 11.00 31.25 629.1 55.00 55.00 BP SS 3P 18 6.00 0.2500 0.1644 11.00 11.00 33.37 553.7 55.00 55.00 BP SS 3P 19 6.00 0.2500 0.1644 11.00 11.00 34.03 564.1 55.00 55.00 BP SS 3P 20 8.00 0.2500 0.1644 11.00 11.00 32.97 663.1 55.00 55.00 BP SS 3P 21 8.00 1 0.2500 1 0.1644 1 11.00 1 11.00 1 31.09 1 626.5 55.00 55.00 BP SS 3P Total Frame Weight=6858.0 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 17 No Yes 18 No Yes 19 No Yes 20 No Yes 21 No Yes Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad-) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 16 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 17 25/4/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 18 50/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 19 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 20 87/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 21 108/2/0 1 0/0/0 1 Yes I Yes I No 1 0/0/0 1 0/0/0 1 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load T at Frame Cross Section: 13.8 Type Exterior Column Interior Column Interior Column Interior Column Interior Column X-Loc 0/0/0 25/4/0 501010 65/6/0 87/6/0 Gridl-Grd2 13.8-A A.4-14 A.7-14 B-14 B.5-14 Base Plate W x L(in.) 8X19 9X12 8X12 8X12 9X12 Base Plate Thickness(in.) 0.375 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 4-0.750 4-0.750 Column Base Elev, 100'-0" 100'-01, 1 100'-01, 1 100'-0" 100'-0" Load Tye Desc. Hx Vy Hx Hz Vy I Hx Hz Vv I Hx Hz I Vy Hx Hz I V D Frm 0.04 1.27 1.88 - 1.30 1.30 1.51 CG Frm 0.03 047 1.12 - 0.75 0.76 0.85 L> Frm 0.16 2.73 - 6.53 - 4.64 4.81 5.24 <L Frm 0.16 2.73 - 6.53 - 4.64 4.81 - 5.24 ASL^ Frm - -0.38 - 3.62 - 2.66 2.71 - 2.85 ^ASL Frm 0.15 3.11 - 2.91 - 1.98 - 2.09 - 2.39 SMS> Frm 0.22 3.92 9.35 - 6.24 - 6.30 - 7.12 <SMS Frm 0.22 3.92 - - 9.35 - 6.24 - - 6.30 - - 7.12 US 1* Frm 0.06 0.60 - - 1.36 - 042 - - 3.97 - 5.58 *US 1 Frm 0.07 1.76 - 4.76 - - 5.52 - 2.61 - 0.91 W1> Frm -3.56 -6.77 9.43 -10.86 - 8.01 -9.00 - 7.66 -5.63 - 8.41 -4.91 <WI Frm 3.89 -1.58 -8.48 -8.16 - -7.21 -3.85 - -6.89 -6.98 - -7.56 -9.77 W2> Frm -5.05 -4.60 - -7.90 - - -6.60 - - -3.60 - -2.18 <W2 Frm 2.40 0.59 - -5.20 - - -1.45 - -4.94 - - -7.03 WPL Frm 2.51 -4.57 - -5.62 - - -4.45 -6.32 - - -9.45 WPR Frm 283 -6.01 - -11.52 - - -8.53 -5.31 - -5.37 MW Frm - - - - - - - - - MW Frm 1.04 1.88 - -1.59 - 0.38 - - -0.39 - - -0.22 MW Frm - - - - - - - File: 17-01773 7 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 72 of 169 MW Frm -3 72 -0 65 0.58 - - -0.32 - - -0.18 - - 0.29 CU Frm - - - - - - - - L Frm 0.16 2.73 - 6.53 - 4.64 - 4.81 - 5.24 S Frm 0.11 1.86 - 4.45 - - 2.97 3.00 - - 3.39 E> Frm -1.36 -2.23 0.26 1.90 - 0.22 -0.48 3.25 0.27 - 6.04 0.28 EG+ Frm 0.01 0.21 - 0.50 - - 0.33 - 0.33 - - 0.38 <E Frm 1.36 2.23 -0.26 -1.90 -0.22 0.48 -3.25 -0.27 - -6.04 -0.28 EG- Frm -0.01 -0.21 - -0.50 - - -0.33 - -0.33 - - -0.38 SMS Frm 0.22 3.92 935 1 6.24 - - 6.30 7.12 Type Interior Column Exterior Column X-Loc 108/2/0 131/0/0 Gridl-Grid2 B.7-14 13.8-C Base Plate W x L(in.) 9 X 12 8 X 13 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx Hz Vv Hx V D Frm 1.65 -0.05 1.34 - CG Frm - 0.91 -0.03 0.45 - L> Frm - 5.57 -0.20 2.72 - <L Frm 5.57 -0.20 2.72 - ASLA Frm 2.37 -0.20 3.05 - AASL Frm 3.20 - -0.33 - SMS> Frm 7,57 -0.27 3.79 - <SMS Frm 757 -0.27 3.79 - US1* Frm 3A7 -0.11 1.80 - *US1 Frm 1.09 405 0.56 - W1> Frm 816 -9.39 -5.24 1.09 <W 1 Frm -7.35 -5.94 5.00 -9.19 - W2> Frm -7.13 -3.75 3.25 - <W2 Frm -3.69 6A9 -7.04 WPL Frm -9.46 -2.93 -5.60 WPR Frm -3.91 -2.36 -4.83 - MW Frm - - - - MW Frm 2.44 4.72 -2.49 - MW Frm - - MW Frm -3 49 -2 01 3.77 - CU Frm - - - - L Frm 5.57 -0.20 2.72 - S Frm - 3.60 -013 1.80 - E> Frm 6.02 -3.34 -519 3.60 - - EG+ Frm = 0.40 -0.01 0.20 - - <E Frm -6.02 3.34 5.19 -3.60 - ^ EG- Frm - -0.40 0.01 -0.20 - - SMS Frm 7.57 -0.27 3.79 - Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction (kl (k) (k) (k D 0.0 00 10.7 10.3 CG 0.0 0.0 5.3 5.3 L> 0.0 0.0 32.2 322 <L 0.0 0.0 32.2 32.2 ASLA 0.0 0.2 16.9 16.9 AASL 0.0 0.1 15.4 15.4 SMS> 0.0 0.1 44.3 44.3 <SMS 0.0 0.1 44.3 44.3 USI* 0.0 0.1 17.2 17.2 *US1 0.0 0.0 17.2 17.2 WI> 11.0 9.8 45.5 45.5 <W I 11.0 8.9 45.5 45.5 W2> 11.0 8.8 28.8 28.8 <W2 11.0 8.9 28.8 28.8 File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 73 of 169 WPL 0.8 0.4 45.5 45.5 WPR 0.8 05 45.5 45.5 MW 0.0 0.0 0.0 0.0 MW 7.3 5.8 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW T3 5.7 0.0 0.0 CU 00 0.0 0.0 0.0 L 0.0 0.0 32.2 32.2 S 0.0 0.0 21.1 21.1 E> 8.5 6.5 0.0 0.0 EG+ 0.0 0.0 2.4 2.4 <E 8.5 65 0.0 0.0 EG- 0.0 0.0 2.4 2.4 SMS 0.0 0.1 44.3 44.3 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analvsis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) k (k) (k) (k) (k) (in-k) (in-k) 0/0/0 13 8-A 3.01 26 245 47 - - - 3.30 24 5.79 47 - 25/4/0 A.4-14 - - - 5.09 15 5.66 14 5.78 29 12.35 10 - 50/0/0 A.7-14 4.32 15 4.81 14 4.62 24 8.29 10 65/6/0 B-14 5.69 47 5.69 46 3.41 25 8.36 10 87/6/0 B.5-14 10.57 47 10.57 46 4.96 25 9.49 10 108/2/0 B.7-14 10.54 47 10.54 46 5.13 48 10.12 10 131/0/0 1 13.8-C 1 9.18 1 46 1 9-06 1 49 5.64 49 8.24 46 - Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gaste&vitch standards are based on ACI-318 A dix D criteria for"cast-in- lace"anchor rods(Min et=4sdrod) X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. (in.) (in.) (in.) Rods (in.) in.) (in.) Type Flan e Web 0/0/0 13.8-A 1 0.375 8 19 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 25/4/0 A.4-14 17 0.375 9 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 5010/0 A.7-14 18 0.375 8 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 B-14 19 0.375 8 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 87/6/0 B.5-14 20 0.375 9 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 108/2/0 B.7-14 21 0.375 9 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 1 13.8-C 1 16 1 0.375 1 8 1 13 No 4 0.750 1 5.0 50 1 Std I OS-0.1875 OS-0.1875 Pinned Base Plate Connection adin Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k) Case (k) (k) Case k) (k) Case (k) (k) (k) Case 0/0/0 3.01 -1.98 26 2.50 -3.40 48 2.37 5.89 47 - - 0 25/4/0 5.63 -3.49 14 0.01 -5.77 29 0.01 12.39 10 - 0 501010 4.78 -3.30 14 4.77 -4.57 24 0.01 8.30 11 - 0 65/6/0 4.58 -1.28 14 4.11 -3.36 25 0.00 8.36 10 - 0 87/6/0 5.53 2.92 42 450 -4.91 25 0.00 9.49 10 - 0 108/2/0 5.56 6.11 43 Oil 481 48 0.01 10.26 11 - 0 131/0/0 9.33 -4.80 47 929 -5-82 1 49 1 9.12 1 8.51 1 46 - 0 Base Plate Connection Strenzth Ratios X-Loc Rod Load Rod jLoadj Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Loadl Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case I Weld Case 0/0/0 0.131 26 0.088 48 0 0 0.035 47 0.127 48 0.042 47 0.058 47 0.077 48 25/4/0 0.244 14 0.150 29 0 0 0.104 10 0.158 29 0.081 10 0.126 10 0.182 14 501010 0.207 14 0.119 24 0 0 0.078 11 0.157 24 0.093 11 0.102 11 0.156 24 65/6/0 0.199 14 0.088 25 0 10.079 10 0.116 25 0.093 10 0.103 10 0.149 14 87/6/0 0.240 42 0.128 25 0 0 0.080 10 0.134 25 0.062 10 0.096 10 0.180 42 108/2/0 0.241 43 0.125 48 0 0 0.086 11 0.131 48 0.067 11 0.104 11 0.179 43 131/0/0 0405 1 47 1 0.151 1 49 1 0.169 49 0 1 0.074 1 46 1 0.213 1 49 1 0.088 1 46 1 0.110 46 0281 49 Web Stiffener Summary File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM __..,.._.._. _ _,_ Page: 74 of 169 Mem Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No No (ft) (in) in.) (in) (in.) Description 2 1 S9 8.79 17.319 105-35 N/A N/A 0.1875 2.000 Both SP-BS-0.I 875,W-BS-0.1250,F-OS-0.1250 4 1 S2 10.38 17.500 13011 N/A N/A 0.1875 2.000 Far SP-OS-0.1250,W-OS-0.1250,F-OS-0.1250 6 1 S2 12.53 10.375 7714 N/A N/A 01875 2.000 Both SP-OS-0.1250,W-OS-0.1250,F-OS-0.1 250 8 1 S2 5.03 14.384 106.94 N/A N/A 0.1875 2.000 Both SP-OS-0.1250,W-OS-0.1250,F-OS-0.1250 11 I S2 0.50 10.375 7714 N/A N/A 0.1875 2.000 Both SP-OS-0.1250,W-OS-0.I 250,F-OS-0.1250 13 1 S2 0.50 17.375 129-18 N/A N/A 0.1875 2,000 Both SP-OS-0.1250,W-OS-0.I 250,F-OS-0.1250 15 1 S9 1 8.79 1 27.358 1 166.41 N/A N/A 1 0.2500 1 2.000 1 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 Bolted End-Plate Connections Plate Fv=55.00 ksi End-Plate Dimensions Bolt Outside Flan e Inside Flan e Mem- it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd No. No, in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.) 2 2 KN(Face) 0.375 6.00 34.75 0.750 A325N/PT 3.00 32 Extended 3.50/2.00 33 Extended 3.50/2.00 3 1 KN(Face) 0.375 6.00 34.75 0.750 A325N/PT 3.00 32 Extended 3.50/2.00 33 Extended 3.50/2.00 5 2 SP 0.375 6.00 12.02 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 6 1 SP 0,375 6.00 1200 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 7 2 SP 0.375 6.00 1200 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 8 1 SP 0.375 6.00 12.02 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 9 2 SP 0.375 6.00 12.02 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 10 I SP 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 11 2 SP 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 12 1 SP 0.375 6.00 12.02 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 14 2 KN(Face) 0.500 6.00 34.75 0.750 A325N/PT 3.00 31 Extended 3.50 31 Extended 3.50 15 2 KN(Face) 0.500 6.00 34.75 0.750 A325N/PT 3.00 31 Extended 3.50 31 Extended 3.50 17 2 CIP 0.375 8.00 11.50 0.750 A325N/PT 3.00 11 Flush 3.00 11 Flush(0) 3.00 18 2 CIP 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush 3.00 11 Flush 3.00 19 2 CIP 0.375 6.00 12.00 0.750 A325N/PT 3,00 11 Flush 3.00 11 Flush 3.00 20 2 CIP 0 375 8.00 12.00 0.750 A325N/PT 3.00 11 Flush 3.00 11 Flush 3.00 21 1 2 1 CIP 0-375 800 1 12.00 0.750 1 A325N/PT 3.00 1 11 1 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Strength trength Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear I Bending Yieldin Rupture Tearing Weld Weld 2 2 51 -2.6 6.2 1075.2 AISC DG-16/Thin plate 0.402 0.063 0.983 0.485 0.718 0.053 0.959 0.631 3 1 51 -2.6 6.2 1075.2 AISC DG-16/Thin plate 0.402 0.063 0.983 0.485 0.718 0.053 0.959 0.631 5 2 29 3.4 0.2 69.1 AISC DG-16/Thin plate 0.294 0.005 0.471 0.000 0.000 0.008 0.959 0.516 6 1 29 3.4 0,2 69.1 AISC DG-16/Thin plate 0.294 0.005 0.471 0.000 0.000 0.008 0.959 0.516 7 2 3 -0.1 0.2 46.1 AISC DG-16/Thin plate 0,153 0.004 0.246 0.000 0.000 0.006 0.719 0.516 8 1 3 -0.1 0.2 46.1 AISC DG-16/Thin plate 0,153 0.004 0.246 0.000 0.000 0.006 0.719 0.516 9 2 25 1-7 1.0 36.4 AISC DG-16/Thin plate 0.152 0.021 0.247 0.000 0.000 0.034 0.516 0,516 10 1 25 17 10 36.4 AISC DG-16/Thin plate 0.152 0.021 0.247 0,000 0.000 0.034 0.516 0.516 11 2 25 1 0 0 3 54.2 AISC DG-16/Thin plate 0.200 0,007 0.322 0.000 0.000 0.011 0.719 0.516 12 1 25 10 0 3 54.2 AISC DG-16/Thin plate 0.200 0.007 0.322 0.000 0.000 0.011 0.719 0.516 14 2 50 -1.3 9 6 1566.8 AISC DG-16/Thin plate 0.763 0.130 0.961 0.398 0.588 0,092 0.941 0.631 15 2 50 -1.3 9 6 1566.8 AISC DG-16/Thin plate 0.763 0.130 0.967 0.398 0.588 0.092 0.941 0.631 17 2 24 5.4 5.4 49.5 AISC DG-16/Thin plate 0.265 0.110 0.424 0.000 0.000 0.177 0.959 0.631 18 2 24 4.6 4.7 26.2 AISC DG-16/Thin plate 0.171 0.095 0.274 0.000 0.000 0.154 0.959 0.631 19 2 24 2.6 4.4 33.2 AISC DG-16/Thin plate 0.159 0.090 0.254 0.000 0.000 0.146 0.959 0.631 20 2 24 2.1 4.9 27.4 AISC DG-16/Thin plate 0.129 0.10 0.207 0,000 0.000 0.161 0.959 0.631 21 2 52 7 5 6.9 62.1 AISC DG-16/Thin plate 1 0.34 0.141 0.550 0.000 0.000 0.228 0.959 0.631 Inside Flange Required Streng trength Ratios* Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear I Shear Bearing Flange Web No. No. Cs k) (k) (in-k) Proc. Tension Shear BendingYieldin Rupture TearingWeld Weld 2 2 52 2.4 5.0 1051.2 AISC DG-16/Thin plate 0.327 0.041 0.910 0.485 0.718 0.032 0.959 0.631 3 1 52 2.4 5.0 1051.2 AISC DG-16/Thin plate 0.327 0.041 0.910 0.495 0.718 0.032 0.959 0.631 5 2 11 -0.4 0.7 117.4 AISC DG-16/Thin plate 0.387 0.015 0.620 0.000 0.000 0.024 0.959 0.516 6 1 11 -0.4 0.7 117.4 AISC DG-16/Thin plate 0.387 o.015 0.620 0.000 0.000 0.024 0.959 0.516 7 2 25 1.8 1.0 31.8 AISC DG-I6/Thin plate O.140 0.020 0.225 0.000 0.000 0.032 0.719 0.516 8 1 25 1.8 1.0 31.8 AISC DG-16/Thin plate 0 140 0.020 0.225 0.000 0.000 0.032 0.719 0.51 9 2 3 -0.2 2.0 35.5 AISC DG-16/Thin plate 0.116 0.041 0.187 0.000 0.000 0.066 0.516 0.51 10 1 3 -0.2 2.0 35.5 AISC DG-16/Thin plate 0.116 0.041 0.187 0.000 0.000 0.066 0.516 0.516 11 2 4 -0.2 0.5 79.7 AISC DG-16/Thin plate 0.263 0.01 0.424 0.000 0,000 0.016 0.719 0.516 12 1 4 -0.2 0.5 79.7 AISC DG-16/Thin plate 0,263 0.01 0,424 0.000 0.0001 0.016 0.719 0.516 File: 17-017737 Version:2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 75 of 169 14 2 53 1.0 8.6 1556.2 AISC DG-16/Thin plate 0.774 0.116 0.981 0,404 0.597 0.082 0.955 0.631 15 2 53 1.0 8.6 1556.2 AISC DG-16/Thin plate 0.774 0.116 0.981 0.404 0.597 0.082 0.955 0.631 17 2 25 3.7 4.9 44.5 AISC DG-16/Thin plate 0216 0.099 0.346 0.000 0.000 0.160 0.959 0.631 18 2 25 1.5 4.2 23.5 AISC DG-16/Thin plate 0.107 0.096 0.171 0.000 0.000 0.138 0.959 0.631 19 2 25 3.4 4.0 29.9 AISC DG-16/Thin plate 0.162 0.081 0.259 0:000 0.000 0.131 0.959 0.631 20 2 25 4.9 4.4 24.7 AISC DG-16/Thin plate 0.173 0.090 O.276 0.000 0.000 0.145 0.959 0.631 21 1 2 25 2.7 4 38.51 AISC DG-16/Thin Plate 1 0.1791 0.0851 0.2851 0.0001 0.0001 0.1381 0.9591 0.631 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem I Jt. Ld I Axial I Shear Ld Axial Shear Bolt Bolt Bolt I Plate Flange I Flange I Flange Web No No. Cs (k) (k) Cs (k) (k) ITensioni Shear I V+T lBendinglYieldingi Bearing Weld I Weld Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 18/0/0 18/0/0 GFB2032 0.372 15 2 8/0/0 28/0/0 GFB2032 0.603 43 3 2/9/1 60/10/4 GFB2087 0.311 0 4 4/7/0 46/l/O GFB2032 0.107 3 4 9/7/0 41/l/O GFB2035 0.346 10 5 3/9/10 36/l/O GFB2021 0.000 1 6 2/l/0 26/l/O GFB2006 0.132 24 6 12/l/O 16/l/O HFB1115 0.258 10 7 4/0/10 H/1/0 GFB1115 0.000 1 8 4/0/0 1/1/0 GFB2011 0.137 10 9 1/0/7 1/1/0 GFB2011 0.170 11 10 11/0/7 16/l/O GFB2006 0.068 3 10 16/0/7 21/l/O HFB1115 0.256 10 11 4/5/4 26/l/O GFB1115 0.000 1 12 3/0/9 36/l/O GFB2006 0.047 25 12 8/0/9 41/l/O HFB2027 0.175 11 13 3/7/13 46/0/8 GFB2035 0.109 43 13 3/8/5 46/l/O GFB2035 0.000 1 14 7/2/6 60/10/4 GFB2087 0.481 42 15 8/0/0 28/0/0 GFB3062 0.697 42 16 19/0/0 19/0/0 GFB1096 0.622 42 17 13/0/0 13/0/0 (2)GFB2006 0.000 0 18 13/0/0 13/0/0 (2)GFB2006 0.000 0 18 23/0/0 23/0/0 (2)GFB2006 0.000 0 19 13/0/0 13/0/0 GFB2006 0.000 0 19 19/0/0 19/0/0 GFB2036 0.000 0 19 28/0/0 28/0/0 (2)GFB2006 0.000 0 20 19/0/0 19/0/0 (2)GFB2036 0.000 0 21 1 19/0/0 1 19/0/0 2)GFB2036 0.000 0 Top OF Post Summary X-Loc Grid Top Conn. Condition Flg Mn Rb Allow Comp FB Force FB Angle Min FB Typ Purlin Bolt Shear FB/WSF Reaction Force Moment Shear RI R2 Purlin Bearing Bearing 25/4/0 A.4-14 5.66 4.64 Stub-1 83.60 4.64 - 7.25 161 - - - - 50/0/0 A,7-14 4.80 3.32 Std 64.45 6.56 N 0.43 3224 0.073 GFB 3.07 5.30 3.07 N 3.50 32.24 0.088 HFB 3.70 5.30 3.60 87/6/0 B.5-14 5.04 3.56 Std 6445 4.14 N 3.40 32.24 0.088 HFB 3 70 5.30 3.60 N 0.81 32.24 0.073 GFB 3.07 5.30 3.07 108/2/0 B.7-14 4.90 3.90 Std 85.94 3.86 N 3.54 42.74 0.088 HFB 3.70 5.30 3.66 N 1 1.82 1 44.2 1 0.073 GFB 3.07 5.30 3.07 Frame Desi n Member Summary-ControllinP Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft I in. Flexure k k in-k I in-k k k in-k I in-k Flexure 1 18.00 18.00 15 -0.7 -262.1 0,0 29.1 426.5 116.2 0.63 1 0.00 18.00 26 3.0 20-6 0.15 2 8.00 M00 43 4.0 -424.5 0.0 118.0 1388.6 226.E 0.32 2 8.88 18.001 28 2.5 21.2 0.12 File: 17-01773 7 Version: 2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 SUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 76 of 169 3 3.44 26.66 45 -0.9 -329.3 0.0 312 822:6 134-7 0.42 3 0.68 29.00 11 41 12,6 033 4 10.33 18.00 10 0.1 -334.5 0.0 160.2 692.1 94.8 0.48 4 10.33 18.00 10 -5.9 11.3 0.52 5 0.00 18.00 11 -0.8 -362.1 0.0 24.2 690.3 94 8 0,54 5 0.00 18.00 11 5.8 11.3 0.52 6 12.56 11.00 3 -0.0 -116.6 0.0 18.2 244.0 56.4 0.48 6 12.56 11.00 10 4.5 18.7 0.24 7 0,00 11.00 11 -0.5 -139.2 0.0 18.2 368.8 56.4 0.39 7 0.00 11.00 11 32 18.7 0.17 8 5.00 14.71 10 -02 -143.5 0.0 38.6 250.2 39.0 0.58 8 5.00 14.71 10 -3.3 13.5 0.24 9 1.00 13.96 11 -0.2 -131.9 0.0 13.0 163.3 39.0 0.82 9 0.00 14.71 11 46 13.5 0.34 10 17.07 11.0 10 -0.7 -196.0 0.0 18.2 299.7 56.4 0.67 10 17.07 11.00 10 -4.7 18.7 0.25 11 0.00 11.00 11 -0.0 -181.5 0.0 M2 298.3 56.4 0.61 11 0.00 11.00 11 4.2 18.7 0.22 12 9.81 18.00 11 -0.7 -2220.4 0.0 87.0 890.5 94.8 0.25 12 9.81 18.00 10 4.5 11.3 040 13 10.81 18.00 44 -0 2 -220.8 0.0 249 513.7 94.8 0.43 13 0.00 18.00 11 5.1 11.3 045 14 7.21 26.68 44 -0.4 -507.6 0.0 312 871.3 1347 0.59 14 9.13 29.00 25 4.3 12.6 0.34 15 8.00 28.00 42 -5.4 -662.3 0.0 130.8 2093.1 2288 0.34 15 893 28.00 29 -2.6 13.2 0.20 16 19.01 2720 42 -5A -609.7 0.0 32.6 678.E 177.9 0.98 16 0.00 12.00 42 4.8 31,a 0.15 17 13.00 11.00 14 3.5 -523.9 0.0 178.5 540.9 159.2 0.98 17 0.00 11.00 14 -5.7 31.7 0.18 18 13.00 11.00 14 3.3 -461.6 0.0 143.5 459.9 123.4 1.02 18 0.00 11.00 14 48 317 015 19 13.00 11.00 14 1.3 -447.7 0.0 143.5 488.1 123-4 0.92 19 0.00 11.0 14 -4.6 317 015 20 19.00 11.00 14 0.6 -496.2 0.0 178.5 4959 1592 1.00 20 0.00 11,00 45 5.5 317 0.17 21 15.92 11.0 43 -6.1 441.4 0.0 61 2 503.8 1592 0.93 21 0.0 11.0 44 -5.5 31.7 0.17 Parameters Used for Axial and flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 18.00 346.58 216.0 216.0 5.88 1.50 309.74 9.01 34.42 3.00 39.21 4.62 0.09 709.40 1.31 1.00 1.08 0.87 0.77 2 8.00 346.58 120.0 120.0 7.34 2.25 419.84 13.51 46.65 4.50 51.89 6.87 0.24 1048.91 1.15 1.00 1 07 1 00 078 3 3.44 279.38 177.4 177.4 7.40 1.56 784.00 6.52 58.82 2.61 69.02 4.08 0.14 1131.38 1.76 1.00 1.00 1 00 081 4 10.33 279.38 180.0 180.0 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.07 410.52 2.57 1.00 1.00 0.94 1 00 5 0.00 296.84 180,0 180.0 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.07 410.52 2.57 I.00 1.00 0.94 0.87 6 12.56 296.84 180.0 180.0 3.30 0.94 68.25 3.91 12.41 1.56 13.93 2.39 0.03 114.23 1.88 1.00 1.12 0.85 1.00 7 0.00 186.28 1 80.0 180.0 3.30 0.94 68.25 3.91 12.41 1.56 13.93 2.39 0.03 114.23 3.43 1.00 1.12 0.85 1.00 8 5.00 186.28 24.0 24.0 3.29 0.67 105.11 2.81 14.30 1.12 16.81 1.75 0.02 148.88 1.12 1.00 1.09 0.53 0.69 9 1.00 264.43 180.0 180.0 3.19 0.67 93.04 2.80 13.33 1.12 15.60 1.74 0.02 134.03 1.46 1.00 1.11 0.54 0.98 10 17.07 264.43 180. 180.0 3.30 0.94 68.25 3.91 12.41 1.56 13.93 2.39 0.03 114.23 2.31 1.00 1.12 0.85 1.00 11 0.00 248.76 180. 180.0 3.30 0.94 68.25 3.91 12.41 1.56 13.93 2.3 0.03 114.23 2.30 1.00 1.12 0.85 1.00 12 9.81 248.76 60. 60.0 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.07 410.52 1.20 1.00 1.00 0.94 0.69 13 10.81 239.35 177.4 177.4 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.01 410.52 1.86 1.00 1.00 0.94 0.87 14 7.21 239.35 177.4 177.4 7.41 1.56 785.70 6.52 58.89 2.61 69.11 4.08 0.14 1133.50 1.86 1.00 1.00 1.00 0.58 15 8.00 347.34 108.0 108.0 8.98 2.25 1135.80 13.51 81.13 4.50 92.68 6.93 0.25 2577.52 1.03 0.98 1.00 1.00 0.63 16 19.01 347.34 228.1 228.1 8.12 1.88 934.81 11.26 68.74 3.75 79.44 5.80 0.16 2034.86 1.36 1.00 1.00 0.96 0.65 17 13.00 383.90 218.9 218.9 5.73 1.69 131.44 21.34 23.90 5.33 26.0 8.07 0.10 616.45 1.15 1.00 1.09 0.77 1.0 18 13.00 405.97 156. 156A 4.73 1.1 102.55 9.0 18.64 3.00 20.6 4.57 0.08 260.13 1.19 1 00 1.11 0.93 1.0 19 13.00 415.73 156. 156.0 4.73 1.1 102.55 9.0 18.64 3.00 20.6 4.57 0.08 260.13 1.26 1.00 1.11 0.93 1.00 20 19.00 401.10 228, 228. 5.73 1.6 13L44 21.34 23.90 5.33 26.0 8.07 0.10 616.45 1.14 1.00 1.09 0.77 1.00 21 15.92 1382.01 228. 228. 5.73 2.00 131.44 21-34 23.90 5.33 26.03 &07 0.10 616A5 I.15 1.00 1.09 0.7 0.98 Deflection Load Combinations-Framing, No. Origin Factor DefH I DefV Application Description 1 System 1.000 0 1 180 JLOL IL File: 17-017737 Version:2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 SUTLER 17-017737 Calculations Package Time:04:30 PM .,,_.._.. ,._..__.. Page: 77 of 169 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> Wl> 4 System 1.000 100 180 0.42<W 1 <W I 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 Svstcm 1 1.000 50 0 P.0<E+3.0 EG- <E+EG- Controlling,Frame Deflection Ratios for Cross Section:13.8 Description Ratio Deflection(in.) Member Joint Load Case Load Case Descri tion Max.Horizontal Deflection (H/48) 7.447 15 2 9 E>+EG- Max Vertical Deflection for Span 1 (L/4297) -0.067 4 1 2 SMS Max.Vertical Deflection for Span 2 (L/1094) -0.270 6 1 2 SMS Max.Vertical Deflection for Span 3 (L/9208) -0.020 8 1 4 <W 1 Max.Vertical Deflection for Span 4 (L/1785) -0.148 10 1 2 SMS Max.Vertical Deflection for Span 5 (L/2590) -0.096 12 1 2 SMS Max.Vertical Deflection for Span 6 (L/2303 0.109 1 14 I 1 5 1 W2> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K):3.722(k/in) Fundamental Period(calculated)(T): 1.077(see) Design Story Drift:3.979(in.) Seismic Drift Ratio:0.557(OK) File: 17-017737 Version:2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BlJTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 78 of 169 Wall: 4, Frame at:26/0/0 Frame Cross Section: 13 65 6 11 Q 1 7.11 .7 0: LL Z1 to to O(D m m LL m ILL, U. 0 NN LL LL LL m U. 10© ® © 11 1 2)GFB (2)GFB Lf GFB GFB Y 14 X Dimension Key 1 8 1/2" 2 2 @ 4'-0" 3 3'-101/20 4 1'-1" 5 2 @ 4'-9 5/16" 6 4'-0" 7 35-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX003)and 13(CX004): 123'-8 13/16" Horiz.Clearance between members I(CX003)and 14(CX004): 123'-9" Horiz Clearance between members 2(CX003)and 13(CX004): 123'-8 13/16" Horiz.Clearance between members 2(CX003)and 14(CX004): 123'-9" Vert.Clearance at member 2(CX003):26-11 1/16" Vert.Clearance at member 13(CX004):26-10 7/8" Vert.Clearance at member 15(ICX001):32'-7 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER utler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM ""B" " Page: 79 of 169 Frame Location Desi n Parameters: Location Avg.Bay Space IDescription Angle Group Trib.Override Design Status 26/0/0 25/0/0 JMRF Frame Straight C 1 90.0000 - Stress Check Desi n Load Combinations-Framing No. Ori in Factor Application Description I System 1 000 1 0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 LO D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 LO D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US 1* D+CG+US 1* 8 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 9 System 1.000 1.0 D+1.0 CG+0.6 W 1> D+CG+W 1> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0°6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 D.6 MW MW-Wall: 1 16 System 1.000 16 MW MW-Wall:2 17 System 1.000 .6 MW MW-Wall:3 18 System 1.000 16 MW MW-Wall:4 19 System 1.000 .6D+0.6CU+0.6W1> D+CU+W1> 20 System 1.000 .6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 .6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 .6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 .6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 .6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 26 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<W1 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0D+I.0CG+0.755+0,45W1> D+CG+S+W1> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1,000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 1 OMF Connection 1 1.000 10.6 D+0.6 CU+2.45<E+0.7 EG- +CU+<E+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) in.) (in.) (ft) O (ksi) (ksi) Jt.l Jt.2 1 8.00 0.3750 0.1875 18.00 18.00 20.00 645.6 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 18.00 18.00 11.21 449.1 55.00 55.00 SS KN 3P 3 6.00 0.5000 0.2500 52.00 52.00 14.92 915.6 55.00 55.00 KN Ss 3P 4 6.00 0.3750 0.2500 52.00 42.00 10.00 583.4 55.00 55.00 SS SP 3P 5 6.00 0.3125 0.1875 42.00 42.00 20.00 820.1 55.00 55,00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 24.00 10.00 3264 55.00 55.00 SS SP 3P 7 6.00 0.5000 0.1875 24.00 31.38 10.00 388.1 55.00 55.00 SP SS 3P 8 6.00 0.5000 0.1875 31.38 24.00 10.00 388.1 55.00 55.00 SS SP 3P File: 17-01773 7 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 80 of 169 9 6.00 0.2500 0.1875 24.00 42.00 10.00 326.6 55.00 55.00 SP SS 3P 10 6.00 0-3125 0.1875 42.00 42.00 20.00 820.1 55.00 55.00 SS SP 3P 11 6.00 0.3750 0.2500 42.00 52.00 10.00 583.4 55.00 55.00 SP SS 3P 12 6.00 0.5000 0.2500 52.00 52.00 14.90 779.9 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.2500 52.00 52.00 11.21 888.3 55.00 55.00 SS KN 3P 14 8.00 0.3750 0.2500 12.00 52.00 20.00 954.3 55.00 55.00 BP SS 3P 15 10.00 0.3750 0.1875 10.00 10.00 32.64 1060.4 55.00 55.00 BP CP 3P Total Frame Weight=9929.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.00( Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load T e at Frame Cross Section:13 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Grid -Grid2 13-A 13-B 13-C Base Plate W x L(in.) 9X19 12X11 9X13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0 750 4-1.000 Column Base Elev, 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Vy Hx Vv Hx V D Frm 0.54 4.25 7.63 -0.54 4.74 CG Frm 0.38 2.30 5.24 -0.38 2.29 L> Frm 1.54 9.20 20.94 -1-54 9-16 <L Frm 1.54 9.20 20.94 -1.54 9.16 ASL^ Frm 0.80 -0.41 10.46 -0.80 9.60 ^ASL Frm 0.74 9.61 10.48 -0.74 -0.44 SMS> Frm 3.20 19.16 - 43.63 -3.20 19.09 <SMS Frm 3.20 19.16 - 43.63 -3.20 19.09 US 1* Frm 1.17 2.18 - 19.19 -1.17 10.44 *US1 Frm 1.12 10.45 - 19.21 -1.12 2.15 Wl> Frm -7.24 -21.54 - -42.21 -9.53 -8.32 <WI Frm 3.22 -12.64 - -33.71 13.55 -25.73 W2> Frm -8-77 -13.55 - -27.27 -8 00 -0.35 <W2 Frm 169 -4.64 - -18.77 15.07 -17.76 WPL Frm 1.81 -13.65 - -36.12 -2.95 -22.30 WPR Frm 2.34 -22.82 -35.23 -1.19 -14.03 - MW Frm - - - - - MW Frm 1.75 0.61 2.31 11.82 -2.92 - MW Frm - - - - - - MW Frm -6.41 0.75 -5.03 -7.16 4.28 - CU Frm - - - - - - L Frm 1.54 9.20 20.94 -1.54 9.16 - S Frm 1.53 9.12 20.77 -1.53 9.09 - E> Frm -2.28 -0.65 -3.47 -13.37 4.12 - EG+ Frm 0.17 1.02 2.32 -0.17 1.01 - <E Frm 2.28 0.65 3.47 13.37 -4.12 - EG- Frm -0.17 -1.02 - -2.32 0.17 -1.01 - SMS Frm 1 3.20 1 19.16 - 43.63 1 -3.20 1 19.09 Sum of Forces%ith Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 17.1 16.6 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sums: Date: 8/29/2017 Butler Manufacturinp 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 81 of 169 ASLA 0.0 0.0 19.6 19.6 AASL 0.0 0.0 19.6 19.6 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US]* 0.0 0.0 31.8 31.8 *US] 0.0 0.0 31.8 31.8 Wl> 16.8 16.8 72.0 72.1 <W 1 16.8 16.8 72.0 72.1 W2> 16.8 16.8 41.1 41.2 <W2 16.8 16.8 41.1 41.2 WPL 1.1 1.1 72.0 72.1 WPR 1.1 1.1 72.0 72.1 MW 0.0 0.0 0.0 00 MW 13.6 13.6 0.0 &0 MW 0.0 0.0 0.0 00 MW 13.6 13.6 0.0 00 CU 0.0 0.0 0.0 00 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 15.6 15.6 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 15.6 15.6 0-0 0.0 EG- 0.0 0.0 4.4 4A SMS 0.0 0.0 1 81-9 1 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural anal ysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom ecw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 13-A 4.94 21 5.03 42 - 11.14 24 25.71 5 - - 65/6/0 13-B - - - - 20.75 19 56.49 5 131/0/0 13-C 24.44 41 23.19 44 - - 12.60 20 26.11 5 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter age&pitch standards are based on ACI-318 Appendix D criteria for"cast-in- lace"anchor rods(Min s ce=4*drod) X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. (in.) (in.) (in.) Rods (in) (in.) (in.) Type Flange Web 0/0/0 13-A 1 0.375 9 19 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-01875 65/6/0 13-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 13-C 14 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 4.97 -5.59 21 1.72 -11.15 24 4.03 25.69 6 0 65/6/0 0.51 57.14 6 0.13 -20.62 19 0.51 57.14 6 0 131/0/0 24.59 15.20 41 7.78 -12 57 20 3.69 25.70 5 - 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Cone. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case I Bear!aE Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.219 6 0.290 24 - 0 0 0.136 6 0.356 24 0.106 6 0.243 6 0.139 6 65/6/0 0.022 6 0.536 19 0.536 19 0 0.392 6 0.182 19 0.408 6 0.539 6 0.270 6 131/0/0 0.600 41 0.184 20 - 1 0 0 0.199 5 0.375 20 0.155 5 0.254 5 0.745 41 Web Stiffener Summary Mem. Stiff. Desc. Loa Web Depth h/t a/h I Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) (in) Description 2 1 S9 6.87 17.032 90.84 N/A N/A 0.2500 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 7 1 S1 6.48 27.863 148.60 3.00 83,47 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 7 2 S2 9.99 30.496 162.65 N/A N/A 0.2500 2.000 Both F-BS-0.2500,W-OS-0.1250,F-OS-0.1250 File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler t.tanutncewmp 1 7-01 7 73 7 Calculations Package Time:04:30 PM �.._,.._..__._._.._ Page: 82 of 169 8 1 Si 6.26 25.805 137.63 2.50 64.46 0,1875 2.000 Opposite F-OS-0.1 875,W-OS-0.1875 Fillet 9 1 Si 5.80 33.992 18129 200 67.98 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 10 1 Si 0.56 41.375 220.67 1.50 6206 0 1875 2000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 13 1 I 1 S9 1 687 51 171 204.69 1 N/A N/A 1 03125 J 3.000 Both SP-BS-0.2500.W-BS-0.1250,F-OS-0.1 875 Bolted End-Plate Connections Plate Fr=55.00 ksi End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick, Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration I Pitches IsU2nd No. No. (in.) (in.) (in.) in.) in.) ID Desc. (in.) ID Desc. (in.) 2 2 KN(Face) 0.500 8.00 53.00 0.750 A325N/PT 3.50 12 Flush 2.00 12 Flush 2.00 3 1 KN(Face) 0.500 6.00 53.00 0.750 A325N/PT 3.50 12 Flush 2.00 12 Flush 2.00 4 2 SP 0.500 6.00 45.42 0.750 A325N/PT 3.50 12 Flush 2.00 31 Extended 3.50 5 1 SP 0.500 600 45.38 0.750 A325N/PT 3.50 12 Flush 2.00 31 Extended 3.50 6 2 SP 0.375 6.00 2731 0 750 A325N/PT 3.00 32 Extended 3.50/2.00 12 Flush 2.00/2.00 7 1 SP 0.375 6.00 27.27 0.750 A325N/PT 3.00 32 Extended 3.50/2.00 12 Flush 2.00/2.00 8 2 SP 0.375 6.00 27.27 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 27.31 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.500 6.00 45.38 0.750 A325N/PT 3.50 12 Flush 2.00 32 Extended 3.50/2.00 11 1 SP 0.500 6.00 45.42 0.750 A325N/PT 3.50 12 Flush 2.00 32 Extended 3.50/2.00 12 2 KN(Face) 0.750 8.00 54.75 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 13 2 KN(Face) 0.750 8.00 54.75 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 15 1 2 1 CP 1 0.500 1 12.00 11.00 0.500 1 A325/- 1 3.00 1 11 1 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Strength Strength Ratios Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear BendingYieldin Rupture Tearing Weld Weld 2 2 46 -2.2 7.1 2088.0 AISC DG-16/Thin plate 0.617 0.097 0.915 0.000 0.000 0.069 0.959 0.959 3 1 46 -2.2 7.1 2088.0 AISC DG-16/Thin plate 0.617 0.097 0.915 0.000 0.000 0.069 0.959 0.959 4 2 24 7.3 2.1 1219.9 AISC DG-16/Thin plate 0.525 0,029 0.784 0.000 0.000 0.021 0.959 0.959 5 1 24 7.3 2.1 1219.9 AISC DG-16/Thin plate 0.525 0.029 0.784 0.000 0.000 0.021 0.959 0.959 6 2 7 -1.1 7.2 865.4 AISC DG-16/Thin plate 0.430 0,073 0.893 0.647 0.957 0.063 0.695 0.719 7 1 7 -1.1 7.2 865.4 AISC DG-16/Thin plate 0.430 0.073 0.893 0.647 0.957 0.063 0.959 0.719 8 2 8 -1.9 7.1 829.9 AISC DG-16/Thin plate 0.574 0.096 0.950 0.647 0.957 0.093 0.959 0.719 9 1 8 -1.9 7.1 829.9 AISC DG-16/Thin plate 0.574 0.096 0.950 0.647 0.957 0.093 0.988 0.719 10 2 23 6.9 2.3 1267.7 AISC DG-16/Thin plate 0.540 0,031 0.811 0.000 0.000 0.022 0.799 0.959 11 1 23 6.9 2.3 1267.7 AISC DG-16/Thin plate 0.540 0.031 0.811 0.000 0.000 0.022 0.799 0.95 12 2 45 -8.9 14.5 6098.9 AISC DG-16/Thin plate 0,903 0.118 0.901 0.000 0.000 0.047 1.000 0.95 13 2 45 -8. 14.5 6098.9 AISC DG-16/Thin late 0.903 0.118 0.901 0.000 0.00 0.04 1.000 0.95 Inside Flan a Required Strength Strength Ratios* Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear I Shear Bearing Flange Web No. No. Cs k) (k (in-k) Proc. Tension Shear Bending Yieldingi Rupture Tearing Weld Weld 2 2 47 0.5 0.1 1703.1 AISC DG-16/Thin plate 0.521 0.002 0.772 0.000 0.000 0.001 0.959 0.959 3 1 47 0.5 0.1 1703.1 AISC DG-16/Thin plate 0.521 0.002 0.772 0,000 0.000 0.001 0.959 0.959 4 2 5 -4.3 3.4 2418.3 AISC DG-16/Thin plate 0.829 0.046 0.914 0.411 0.608 0.033 0.813 0.959 5 1 5 -4.3 3.4 2418.3 AISC DG-16/Thin plate 0,829 0.046 0.914 0.411 0.608 0.033 0.813 0.959 6 2 23 6.9 5.1 464.4 AISC DG-16/Thin plate 0.440 0,069 0.952 0.000 0,000 0.066 0.959 0.719 7 1 23 6.9 5.1 464.4 AISC DG-16/Thin plate 0.440 0.069 0.952 0.000 0.000 0.066 0.959 0.71 8 2 24 7.7 4.1 453.2 AISC DG-16/Thin plate 0.438 0.055 0.931 0.000 0.000 0.053 0.959 0.71 9 1 24 7.7 41 453.2 AISC DG-16/Thin plate 0.438 0.055 0.931 0,000 0.000 0.053 0.959 0.71 10 2 6 -3.5 2 9 2725.2 AISC DG-16/Thin plate 0.680 0.029 0.918 0.468 0.693 0.018 0.924 0.959 11 1 6 -3.5 2.9 2725.2 AISC DG-16/Thin plate 0.680 0.029 0.918 0.468 0.693 0.018 0.924 0.95 12 2 48 7.3 8 4 6006.4 AISC DG-16/Thin plate 0.967 0.069 0.671 0.405 0.54 0.028 0.91 0.959 13 2 48 7.3 8.4 6006.4 AISC DG-16/Thin plate 0.967 0.069 0.671 0.405 0.542 0.028 0.874 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Stren h Ratios Mem. it. Ld Axial I Shear Ld Axial Shear Bolt Bolt I Bolt Plate Flange Flange Flange Web No. No. Cs (k) (k) Cs k) (k) Tension Shear V+T Bendin Yieldin BearingWeld Weld 15 1 2 1 41 1 -8.21 0.11 19 20. 0.0 0.6491 0.0051 0.0001 0.1531 0.0831 0.0011 4 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 773 7 Calculations Package Time:04:30 PM Page: 83 of 169 Flanac Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k) Load Case Design Note 1 18/0/0 18/0/0 GFB2032 1.558 6 2 3/0/0 23/0/0 (2)GFB2032 1.005 6 3 2/10/8 60/10/4 (2)GFB5067 0.147 6 3 12/7/13 511110 GFB5067 0.246 0 4 8/11/9 41/l/O GFB5006 0.452 24 5 13/11/9 26/l/O GFB4041 0.588 24 6 3/11/9 16/l/O GFB3096 0.348 8 7 3/11/9 6/1/0 GFB2087 1.756 6 7 8/11/9 1/1/0 (2)GFB3077 1.161 6 8 1/0/7 1/1/0 (2)GFB3077 1.155 6 9 6/0/7 16/l/O GFB3096 0.346 7 10 1/0/7 21/l/O GFB4041 0.492 23 10 16/0/7 36/l/O GFB4041 0.649 23 11 1/0/7 41/l/O GFB5006 0.509 6 12 1/0/7 511110 GFB5067 0.652 38 12 6/0/7 56/l/O (2)GFB5067 0.371 38 13 3/0/0 23/0/0 (2)GFB5067 0.485 37 14 1 19/0/0 1 19/0/0 1 GFB4033 1 0.798 1 37 Frame Design Member Summarv-Controllina Load Case and Maximum Combined Stresses per Member Locations are from Joint i Controlling Cases Required Strength I Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 1800 18.00 6 -25.6 -964.7 00 103.2 1895.8 349.3 0.70 1 0.00 18.00 21 4.9 31.4 0.16 2 6.96 18.00 6 -25.7 -1401A 0.0 279.3 2734.8 532.9 0.56 2 6.96 18.00 23 54 32.4 0.17 3 14.30 52.00 5 -4.6 1527.1 0.0 177.3 7482.9 318.0 0.22 3 0.62 52.00 6 228 24.6 0.93 4 10.01 42.00 24 7.3 -1219.9 0.0 488.8 1577.3 238.5 0.78 4 0.00 52.00 6 11.5 24.4 047 5 6.46 42.00 24 7.2 -1320.1 0.0 379.8 1327.4 183.2 1.00 5 20.00 42.00 5 -12.3 12.7 0.96 6 0.00 42.00 8 -0.9 1639.8 0.0 86.0 2763.4 116.0 0.60 6 3.97 34.87 -15.6 15.3 1.01 7 9.92 31.38 6 -3.0 -3459.8 0.0 209.3 3798.5 305.8 0.92 7 1.98 25.47 5 -21.5 22.1 0.97 8 0.96 30.67 6 -2.3 -3137.2 0.0 83.5 3184.7 305.6 1.00 8 7.94 25.47 6 22.2 22.1 1.01 9 0.00 24.00 8 -1.1 -829.9 0.0 41.8 915.6 114.3 0.92 9 3.55 30.37 6 18.1 17.7 1.02 10 13.54 42.00 23 6.9 -1353.7 0.0 379.8 13691 183.2 1.00 10 0.00 42.00 6 13.0 12.7 1.02 11 0.00 42.0 6 -3.6 2725,2 0.0 212.0 4622.9 238.5 0.60 11 10.01 52.00 5 -1 L 24.4 0.45 12 3.54 52.00 38 1.9 2326 0 00 618.7 6861.2 318.0 0.34 12 10.85 52.0 5 -20.0 24.60.81 13 7.14 52.00 37 -11.6 -2489.7 00 338.2 9133.6 554.3 0.29 13 7.14 52.0 24 -5.8 24.60.24 14 19.07 50.00 37 -12.0 -1979.5 00 92.3 3806.6 353.0 0.59 14 0.00 12.00 37 12.5 59.4 0.21 15 27.20 10.00 6 -57.1 0.0 0.0 61.4 536.9 481.5 0.93 15 27.20 10.00 41 0. 37.1 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. I Lx Ly/Lt Lb Ag I Afn Ixx Iyy Sx Sy I Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 18.00 323.54 216.0 216.0 923 3.00 546.23 32.01 60.69 9.00 66.82 12.15 0.32 2485.86 1.64 1.00 1.09 0.95 0.81 2 6.96 323.54 47.5 47.5 11.19 4.00 689.43 42.68 76.60 10.67 83.55 16.15 0.71 3267.38 1.06 1.00 1.08 1.00 0.85 3 14.30 763.75 120.1 60.0 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.15 0.87 1.00 1.00 0.57 6 4 10.01 763.75 180.0 180.0 14.81 2.25 3411.55 13.55 162.45 4.52 200.00 7.39 0.43 5870.931 1.06 1.00 1.00 1.00 1.00 5 6.46 763.75 180. 180.0 11.51 1.88 2735.97 11.27 130,28 3.7 158.41 5.99 0.21 4897.57 1.07 1.00 1.00 0.9 1.00 6 0.00 763.75 120.1 60.1 10.78 1.5 2424.08 9.02 115.43 3.01 143.3 4.86 0.15 3931.83 1.14 0.85 1.00 0.84 0.54 File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 773 7 Calculations Package Time:04:30 PM Page: 84 of 169 7 9.92 763.75 219 22.9 11.70 3.00 1868.25 18.02 119.08 6.01 135.89 9.2 0.57 4294.36 1.02 0.97 1.00 1.00 0.66 8 0.96 729.68 1803 180.3 11.56 3.00 1773.22 18.02 115.64 6.01 131.76 9 0.57 4099.01 2.26 0.98 1.00 1.00 0.78 9 0.00 729.68 180.3 180.3 7.41 1.5 625.8 9.01 52.15 3.0 61.51 4.71 0.11 1270.96 1.54 1.00 1.02 0.85 0.83 10 13.54 729.68 180.0 180.0 11.51 1.88 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.57 1.10 1.00 1.00 0.96 1.0 11 0.00 729.68 60.0 60.0 14.81 2 25 3411.55 13.55 162.45 4.52 200.00 7.39 0.43 5870.93 1.01 0.95 1.00 1.00 051 U123.54 729.68 60.0 60.0 18.75 3.00 6742.0 18.07 259.31 6.0 317.0 9.80 0. 11979.1 1.00 0.99 1.00 1.00 1.00 6 7.14 326.50 49.7 49.7 20.75 4.00 806823 42.73 310.32 10.6 368.5 16.80 093 28334.7 1.04 0.99 1.00 1.00 0.52 9.07 326.50 229.8 228.8 18.31 3.00 618236 32.06 247.31 802 300.47 1277 0.54 19740b 1.48 0.99 1.00 0.90 0.48 7.20 407.36 391.7 391.7 9.23 3.75 186.161 62.51 3723 1250 40.10 18.83 0.37 1447.63 1.00 1.00 1.08 0.91 1.00 Deflection Load Combinations-Framin No. Origin Factor I DefH DefV Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 W1> Wl> 4 System 1.000 100 180 0.42<W 1 <W 1 5 System 1.000 100 180 OA2 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 .42 WPL WPL 8 System 1.000 ia�*O 42 WPR PR 9 System 1.000 0 E>+3.0 EG- E>+EG- 10 System 1.000 <E+3.0 EG- E+EG- Controlling Frame Deflection Ratios for Cross Section: 13 Description Ratio Deflection(in.) Member Joint Load Case Load Case Description Max.Horizontal Deflection (H/48) 7258 13 2 9 E>+EG- Max.Vertical Deflection for Span 1 (L/752) -1.022 5 1 2 SMS Max.Vertical Deflection for Span 2 (L/722 -1.039 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K):6.467(k/in) Fundamental Period(calculated)(T): 1.063(sec.) Design Story Drift:3.929(in.) Seismic Drift Ratio:0.564(OK) File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 85 of 169 Wall: 4,Frame at: 51/0/0 Frame Cross Section: 12 65 6 11 L% 6 '7 90675 79/ .750t LL m m LL NN LL LL m �? m " " LL N 0 05 10 11 1 El 2)GFB (2)GFB-r GFB Er GFB Y 14 X Dimension Key 1 8 1/2" 2 2 @ 4'-0" 3 3'-101/2" 4 1'-l" 5 2 @ 4'-9 5/16" 6 4'-0" 7 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX005)and 13(CX006): 123'-8 13/16" Horiz.Clearance between members 1(CX005)and 14(CX006):123'-9" Horiz.Clearance between members 2(CX005)and 13(CX006): 123'-8 13/16" Horiz.Clearance between members 2(CX005)and 14(CX006): 123'-9" Vert.Clearance at member 2(CX005):26-11 1/16" Vert.Clearance at member 13(CX006):26-10 7/8" Vert.Clearance at member 15(ICX001):32'-7 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version:2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM "� Page: 86 of 169 Frame Location Des' n Parameters: Location I Av .Bay Space Description Anele Group Trib,Override Design Status 51/0/0 25/0/0 1MRF Frame Straight C 1 90.0000 Stress Check Desi n Load Combinations-Framin No. Origin Factor Application Description 1 System 1.000 1.0 D+1.Q CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASLA D+CG+ASLA 4 System 1.000 1.0 D+1.0 CG+I.0^ASL D+CG+AASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US]* D+CG+US 1* 8 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 9 System 1.000 1.0D+I.0CG+0.6W1> D+CG+WI> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall: 1 16 System 1.000 D.6 MW MW-Wall:2 17 System 1.000 16 MW MW-Wall:3 18 System 1.000 16 MW MW-Wall:4 19 System 1.000 16D+0.6CU+0.6W1> D+CU+WI> 20 System 1.000 16 D+0.6 CU+0.6<W 1 D+CU+<W I 21 System 1.000 16 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 .6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 .6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 .6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1> D+CG+L+W 1> 26 System 1.000 1.0D+1.0CG+0.75L+0.45<W1 D+CG+L+<Wl 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1> D+CG+S+W 1> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0,45 W2> D+CG+S+W2> 34 System 1,000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1,000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System I,000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0D+I.0CG+1.75E>+0.7EG+ D+CG+E>+EG+ 42 Special 1 000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1,000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1,000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1 1.000 10.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- Frame Member Sizes Mem. Fig Width Fig Thk Web Thk Depth Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) ft) O (ksi) (ksi) Jt.I R.2 1 8.00 0.3750 0.1875 18.00 18.00 20.00 645.6 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 18.00 18.00 11.21 449.1 55.00 55.00 SS KN 3P 3 6.00 0.5000 0.2500 52.00 52.00 14.92 915.6 55.00 55.00 KN SS 3P 4 6.00 0.3750 0.2500 52.00 42.00 10.00 583A 55.00 55.00 SS SP 3P 5 6.00 0.3125 0.1875 42.00 42.00 20.00 820.1 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 24.00 10.00 326.6 55.00 55,00 SS SP 3P 7 6.00 0.5000 0.1875 24.00 31.38 10.00 388.1 55.00 55.00 SP SS 3P 8 6.00 0.5000 0.1875 31.38 24.00 10.00 388.1 55.00 55.00 SS SP 3P File: 17-017737 Version:2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 87 of 169 9 6,00 0.2500 0.1875 24.00 42.00 10.00 326.6 55.00 55.00 SP SS 3P 10 6.00 03125 0.1875 42-00 42.00 20.00 820.1 55.00 55.00 SS SP 3P 11 6.00 03750 0.2500 42.00 52.00 10.00 583.4 55.00 55.00 SP SS 3P 12 600 0.5000 0.2500 52.00 52.00 14.90 779.9 55.00 55.00 SS KN 3P 13 8.00 05000 0.2500 52-00 52.00 11.21 888.3 55.00 55.00 SS KN 3P 14 8.00 0.3750 0.2500 1200 52.00 20.00 954-3 55.00 55.00 BP SS 3P 15 10.00 0.3750 0.1875 10.00 1 10,00 32.64 1060,41 55.00 55.00 BP CP 3P Total Frame Weight=9929.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes Boundary Condition Summary Member X-Loc Y-Loc Su pp,X Su pp.Y Moment Dis lacement in Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Twe at Frame Cross Section:12 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl-Grid2 12-A 12-B 12-C Base Plate W x L(in.) 9X19 12X11 9X13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-1.000 Column Base Elev. 100'-0" 100'-01, 1 100'-0" Load Tye Dese. Hx Vy Hx Vv Hx Vy D Frm 0.54 425 7.63 -0.54 4.74 - CG Frm 0.38 2.30 5.24 -0.38 2.29 - - L> Frm 1 54 920 20.94 -1.54 9.16 - - <L Frm 1.54 920 20.94 -1.54 9.16 - ASL^ Frm 0 80 -0 41 10.46 -0.80 9.60 - - ^ASL Frm 074 961 10.48 -0.74 -0 44 - - SMS> Frm 320 19-16 43.63 -3.20 19.09 - - <SMS Frm 320 19.16 - 43.63 -3.20 19.09 - - US1* Frm 117 2.18 19.19 -1.17 10.44 - - *us l Frm 112 10.45 19.21 -1.12 2.15 - - W1> Frm -5 67 -17.86 -35.40 -7.88 -7.68 - <W1 Frm 2.78 -11.18 -28.51 10.77 -21.25 W2> Frm -7.19 -9.87 -20.46 -6.35 0.28 - - <W2 Frm 1.25 -3.19 -13.57 12.30 -13.29 - WPL Frm 2.20 -12.16 -30.14 -3.06 -18.65 - - WPR Frm 2.60 -19.04 -29.47 -1.74 -12.43 - MWFrm - - - - - - MW Frm 1.75 0.61 2.31 11.82 -2.92 - MW Frm - - - - - MW Frm -6.41 0.75 - -5.03 -7.16 4.28 CU Frm - - - - - L Frm 1.54 9.20 20.94 -1.54 9.16 S Frm 1.53 9.12 20.77 -1.53 9.09 E> Frm -2.28 -0.65 -3.47 -13.37 4.12 EG+ Frm 0.17 1.02 2.32 -0.17 1.01 <E Frm 228 0.65 3.47 13.37 -412 EG- Frm -0.17 -1.02 -2.32 0.17 -101 SMS Frm 3.20 1 19.16 43.63 -3.20 19.09 Sum of Forces with Reactions Check-Framia Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) k) (k) D 0.0 0.0 17.1 16.6 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER utler Manufacturing 17-017737 Calculations Package Time:04:30 PM "�B "" Page: 88 of 169 ASLA 0.0 0.0 19.6 19.6 ^ASL 00 0.0 19.6 19.6 SMS> 00 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US]* 00 0.0 31.8 31.8 *US1 0.0 0.0 31.8 31.8 Wl> 13.5 13.5 60.9 60.9 <W I 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 15.6 15.6 0.0 0.0 EG+ 0.0 0.0 4.4 4A <E 15.6 15.6 0.0 0.0 EG- 0.0 0.0 4.4 4.4 SMS 0,0 1 0.0 81.9 1 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on Isl order structural anal Sis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out lCase E16616 Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) k) (k) (k) (k) (in-k) (in-k) 0/0/0 12-A 3.99 21 5.03 42 24 25.71 565/6/0 12-B - - - - 19 56.49 5131/0/0 12-C 2444 41 23.19 44 20 26.11 5 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Ga e&pitch standards are based on ACI-318 Appendix D criteria for"cast-in- lace"anchor rods(Min ce=4'drod) X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. (in.) (in.) (in.) Rods (in.) (in.) (in.) Type Flanize Web 0/0/0 12-A 1 0.375 9 19 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 12-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 12-C 14 0.375 9 13 No 4 1.000 5.0 50 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case I Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 4.85 8.36 42 1.88 -8.89 24 4.03 25.69 6 - - - 0 65/6/0 0.51 57.14 6 0.09 -16.57 19 0.51 57.14 6 - - - 0 131/0/0 24.59 15.20 41 6.12 -9.89 20 3.69 25.70 5 - 0 Base Plate Connection Slren th Ratios X-Loc Rod Load Rod Load Rod ILoad Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case BEEjaL Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.219 6 0.231 24 - 0 0 0,136 6 0.284 24 0.106 6 0.243 6 0.139 6 65/6/0 0.022 6 0.431 19 0.431 19 0 0.392 6 0.146 19 0.408 6 0.539 6 0.270 6 131/0/0 0.600 41 0.145 20 0 0 0.199 5 0.295 20 0.155 5 0.254 5 0.745 41 Web Stiffener Sammary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. I Width Side Welding No. No. (ft) (in.) (in.) (in.) (in.) Description 2 1 S9 6.87 17.032 90.84 N/A N/A 0.2500 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 7 1 S1 6.48 27.863 148,60 3.00 83.47 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 7 2 S2 9.99 30.496 162.65 N/A N/A 0.2500 2.000 Both F-BS-0.2500,W-OS-0.1250,F-OS-0.1250 File: 17-017737 Version:2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 89 of 169 8 1 1 S1 6.26 25.805 137.63 2.50 64,46 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet I S1 5.80 33.992 181.29 2.00 6798 0.1875 2000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 10 1 S1 0.56 41-375 220.67 1.50 62.06 0.1875 2000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 13 1 S9 1 6.87 1 51.171 1 204.69 1 N/A I N/A 0,3125 3.000 Both SP-BS-0.2500.W-BS-0.1250.F-OS-0.1875 Bolted End-Plate Connections(Plate Fv=55.00 lsi) End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick, Width Length Diam. Spec/Joint Gages In/Out Configuration I Pitches Ist/2nd Configuration Pitches lst/2nd No. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in) 2 2 KN(Face) 0-500 8.00 53.00 0.750 A325N/PT 3.50 12 Flush 2.00 12 Flush 2.00 3 1 KN(Face) 0.500 6.00 53.00 0.750 A325N/PT 3.50 12 Flush 2.00 12 Flush 2.00 4 2 SP 0.500 6.00 45.42 0.750 A325N/PT 3.50 11 Flush 38.19 31 Extended 3.50 5 1 SP 0.500 6.00 45.38 0.750 A325N/PT 3.50 11 Flush 38.19 31 Extended 3.50 6 2 SP 0.375 6.00 27.31 0.750 A325N/PT 3.00 32 Extended 3.50/2.00 11 Flush 18,00/2.00 7 1 SP 0.375 6.00 27.27 0.750 A325N/PT 3.00 32 Extended 3.50/2.00 11 Flush 18.00/2.00 8 2 SP 0.375 6.00 27,27 0.750 A325N/PT 3.00 31 Extended 3.50 11 Flush 20.13 9 1 SP 0.375 6.00 27.31 0.750 A325N/PT 3.00 31 Extended 3.50 11 Flush 20.13 10 2 SP 0.500 6.00 45.38 0.750 A325N/PT 3.50 11 Flush 36.19 32 Extended 3.50/2.00 11 1 SP 0.500 6.00 45.42 0.750 A325N/PT 3.50 11 Flush 36.19 32 Extended 3.50/2.00 12 2 KN(Face) 0 750 8.00 54.75 0,750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 13 2 KN(Face) 0 750 8.00 54.75 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 15 1 2 1 CP 0.500 1 12.00 11.00 0.500 1 A325/- 3.00 11 1 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren Strength Ratios Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear 113ending Yielding Rupture Tearing Weld Weld 2 2 46 -2.2 7.1 2088.0 AISC DG-16/Thin plate 0.617 0.097 0.915 0.000 0.000 0.069 0.959 0.959 3 1 46 -2.2 7.1 2088.0 AISC DG-16/Thin plate 0.617 0.097 0.915 0.000 0.000 0.069 0.959 0.959 4 2 24 6.8 1.8 939.3 AISC DG-16/Thin plate 0.806 0.036 0.737 0.000 0.000 0.034 0.959 0.959 5 1 24 6.8 1.8 939.3 AISC DG-16/Thin plate 0.806 0.036 0.737 0.000 0.000 0.034 0.959 0.959 6 2 7 -1.1 7.2 865.4 AISC DG-16/Thin plate 0.430 0.073 0.893 0.647 0.957 0.063 0.695 0.719 7 1 7 -1.1 7.2 865.4 AISC DG-16/Thin plate 0.430 0.073 0.893 0.647 0.957 0.063 0.959 0.719 8 2 8 -1.9 7.1 829.9 AISC DG-16/Thin plate 0.574 0.096 0.950 0.647 0.957 0.093 0.959 0.719 9 1 8 -1.9 7.1 829.9 AISC DG-16/Thin plate 0.574 0.096 0.950 0.647 0.957 0.093 0.988 0.719 10 2 39 -3.0 3.6 1263.9 AISC DG-16/Thin plate 0.896 0.073 0.824 0.000 0.000 0.070 0.799 0.959 11 1 39 -3.0 3.6 1263.9 AISC DG-16/Thin plate 0.896 0,073 0.824 0.000 0.000 0.070 0.799 0.959 12 2 45 -8.9 14.5 6098.9 AISC DG-16/Thin plate 0.903 0,118 0.901 0.000 0.000 0.047 1.000 0.959 13 1 2 45 -8.9 14.5 6098.9 AISC DG-16/Thin plate 1 0.903 0.118 0.901 0.000 0.000 0.047 1.000 0.959 Inside Flan e Required Strength Strength Ratios* Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange I Web No. No Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 47 0.5 0.1 1703.1 AISC DG-16/Thin plate 0.521 0.002 0.772 0.000 0.000 0.001 0.959 0.959 3 1 47 o.5 0.1 1703.1 AISC DG-I6/Thin plate 0,521 0.002 0.772 0.000 0.000 0.001 0.959 0.959 4 2 5 -4.3 3.4 2418.3 AISC DG-16/Thin plate 0.829 0.046 0.914 0.411 0.608 0.033 0.813 0.959 5 1 5 -4.3 3.4 2418.3 AISC DG-16/Thin plate 0.829 0.046 0.914 0.411 0.608 0.033 0.813 0.959 6 2 23 6.5 4.2 358.9 AISC DG-16/Thin plate 0.670 0.086 0.907 0.000 0.000 0.109 0,959 0.719 7 1 23 6.5 4.2 358.9 AISC DG-16/Thin plate 0.670 0.086 0.907 0.000 0.000 0.109 0.959 0.719 8 2 24 7.2 3.3 350.0 AISC DG-16/Thin plate 0.667 0.068 0.885 0.000 0.000 0.087 0.959 0.719 9 1 24 7.2 3.3 350.0 AISC DG-16/Thin plate 0.667 0.068 0.885 0.000 0.000 0.081 0.959 0.719 10 2 6 -3.5 2.9 2725.2 AISC DG-16/Thin plate 0.680 0.029 0.918 0.468 0.693 0.018 0.924 0.959 11 1 6 -3.5 2.9 2725.2 AISC DG-16/Thin plate 0.680 0.029 0.91 '1 0.693 0.018 0.924 0.959 12 2 48 7.3 8.4 6006.4 AISC DG-16/Thin plate 0.967 0.069 0.671 0.405 0.542 0.028 0.913 0.959 13 2 48 7.3 8 4 6006.4 AISC DG-16/Thin late 0.967 0.069 0.671 0.405 0.542 0.028 0,874 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. it. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate I Flange I Flange I Flange Web No. No Cs k) (k) Cs I (k) (k) Tension I Shear V+T I Bending I Yicldingl Bearing Weld Weld 15 1 2 41 -8.2 0_11 19 1 0.0 0.5211 0.0051 0.0001 0.1231 0.061 0.0011 0 523 0 n04 File: 17-01773 7 Version:2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 B[lTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 90 of 169 Flaa a Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 18/0/0 18/0/0 GFB2032 1.558 6 2 3/0/0 23/0/0 (2)GFB2032 1.005 6 3 2/10/8 60/10/4 (2)GFB5067 0.147 6 3 12/7/13 511110 GFB5067 0,188 0 4 8/11/9 41/l/O GFB5006 0.347 24 5 13/11/9 26/l/O GFB4041 0.460 24 6 3/11/9 16/l/O GFB3096 0.271 8 7 3/11/9 6/l/0 GFB2087 1.756 6 7 8/11/9 1/1/0 (2)GFB3077 1.161 6 8 1/0/7 1/1/0 (2)GFB3077 1.155 6 9 6/0/7 16/l/O GFB3096 0.269 7 10 1/0/7 21/l/O GFB4041 0.386 23 10 16/0/7 36/l/O GFB4041 0.547 6 11 1/0/7 41/l/O GFB5006 0.509 6 12 1/0/7 51/l/O GFB5067 0.652 38 12 6/0/7 56/l/O (2)GFB5067 0.371 38 13 3/0/0 23/0/0 (2)GFB5067 0.485 37 14 19/0/0 1 19/0/0 1 GFB4033 1 0.798 37 Frame Desi n Member Summa -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Ve Mcx Mey + Shear No. ft in. Flexure k k in-k in-k k k in-k I in-k Flexure 1 18.00 18.00 6 -25.6 -964.7 OX 103.2 1895.8 349.3 0.70 1 19.00 18.00 6 -4.4 31.4 0.14 2 6.96 18.00 6 -25.7 -14014 0.0 279.3 2734.8 532.9 0.56 2 6.96 18.00 23 5.0 32.4 0.15 3 14.30 52.00 5 -4.6 1527.1 0.0 177.3 7482.9 318.0 0.22 3 0.62 52.00 6 228 24.6 0.93 4 10.01 42.00 24 6 8 -939.3 0.0 488.8 1573.7 238.5 0.60 4 0.00 52.00 6 11.5 24.4 0.47 5 6.46 42.00 24 67 -1026.5 0.0 379.8 1323.8 183.2 0.78 5 20.00 42.00 5 -12.3 12.7 0.96 6 0.00 42.00 8 -0.9 1639.8 0.0 86.0 2763.4 116.0 0.60 6 3.97 34.87 5 -15.6 15.3 1.01 7 9.92 31.38 6 -3.0 -3459.8 0.0 209.3 3798.5 305.8 0.92 7 1.98 25.47 5 -21.5 22.1 0.97 8 0.96 30.67 6 -23 -3137.2 0.0 83.5 3184.7 305.6 1 00 8 7.94 25.47 6 22.2 22.1 101 9 0.00 24.00 8 -11 -829.9 0.0 41.8 915.6 114.3 0.92 9 3.55 30.37 6 18.1 177 1.02 10 16.04 42.00 6 -3 3 2787.7 0. 150.9 3363.0 183.2 0.84 10 0.00 42.00 6 13.0 127 1.02 11 0.00 42.00 6 -3.6 2725.2 0.0 212.0 4622.9 238.5 0.60 11 10.01 52.00 5 -11.0 244 0.45 12 3.54 52.00 38 1.9 2326.0 0.0 618.7 6861.2 318.0 0.34 12 10.85 52.00 5 -20.0 24.6 0.81 13 7.14 52.00 37 -11.6 -2489.7 0.0 338.2 9133.6 554.3 0.29 13 7.14 5200 24 -5.3 24.6 0.22 14 19.07 50-00 37 -12.0 -1979.5 0.0 92.3 3806.6 353.0 059 14 0.00 1200. 37 12.5 59.4 0.21 15 27201 10 00 6 -57.1 0.0 0.0 61.4 536.9 481.5 0.93 15 2720 10.00 41 0.0 37.1 0.00 Parameters Used for Axial and Flexural Desi<_n Mem. Loc. Lx Ly/Lt Lb Ag Afn I Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 18.00 323.54 216.0 216.0 9.23 3.00 546.23 32.01 60.69 8.00 66.82 12.15 0.32 2485.86 1.64 1.00 1.09 0.95 0.81 2 6.96 323.54 47.5 47.5 11.19 4.00 689.43 42.68 76.60 10.67 83.55 16.15 0.71 3267.38 1.06 1.00 1.08 1.00 0.85 3 14.30 763.75 120.1 60.0 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.15 0.87 1.00 1.00 0.57 6 4 10.01 763.75 180. 180.0 14.81 2.25 3411.55 13.55 162.45 4.52 200.0 7.39 0.43 5870.93 1 06 I.00 1.00 1.00 I.00 5 6. 763.75 180. 180.0 11.51 1.88 2735.9 11.27 130.28 3.7 158.41 5.9 0.21 4897.57 1 07 I.00 1.00 0.9 I.00 6 0. 763.75 120.1 60.1 10.78 1.5012424.08 9.02 115.43 3.01 143.3 4.8i 0.15 3931.83 1.14 0-85 1.00 0.8 0.54 File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 91 of 169 7 9.92 763.73 22.9 22.9 11.70 3.00 1868.25 18.02 119.08 6.01 135.89 9.27 0,37 4294.36 1.02 0.97 1.00 1.00 0.66 8 0.96 729.68 180.3 180.3 11.56 3.00 1773.22 18.02 115.64 6.01 131.76 9.26 0.57 4099.01 226 098 1.00 1.00 0.78 9 0.00 729.68 180-3 180.3 7.41 1.50 625.84 9.01 52.15 300 61.51 4.71 0.11 1270.96 1.54 1.00 1.02 0.85 0.83 10 16.04 729.68 60.0 60.0 11.51 1.88 2735.97 1127 130.28 3.76 158.41 5.99 0.21 4897.57 1.01 0.86 1.00 0.96 0.48 11 0.00 729.68 60.0 60.0 14.81 225 3411.55 13.55 162.45 4,52 200.00 7.39 0.43 5870.93 1.01 0.95 1.00 1.00 0.51 12 3.54 729.68 60.0 60.0 18.75 300 6742,06 18.07 259.31 6-02 317.06 9.80 0.77 11979.1 1.00 0.89 1.00 1.00 1.00 6 13 7.14 326.50 49.7 49.7 20.75 4.00 806823 42.73 310.32 10.68 368.56 16.80 0.93 28334.7 1.04 0.89 1.00 1.00 0.52 14 19.07 326.5 228-8 228.8 18.31 3.00 6182.76 32.06 247.31 8.02 300.47 12.77 0.54 19740.6 1.48 0.99 1A0 0.90 0.48 1 15 1 27.201407.361 391.71 391.71 9131 3.751 186.161 62.511 37.231 12.501 4&lCj 18.83 0.37 1447.63 1.00 1.00 1.08 0.91 1.00 Deflection Load Combinations-Framinz No. Origin Factor jDefH DefVl Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 142 Wl> Wl> 4 System 1.000 100 190 142<Wl <Wl 5 System 1.000 100 180 D.42 W2> W2> 6 System 1.000 100 180 142<W2 '<W2 7 System 1.000 100 180 .42 WPL WPL 8 System 1.000 100 180 .42 WPR WPR 9 System 1.000 50 0 .0 E>+3.0 EG- E>+EG- 0 1 System 1 1.000 50 0 3.0<E+3.0 EG- <E+EG- ontrolling Frame Deflection Ratios for Cross Section: 12 Description Ratio Deflection(in.) Memberl Joint I Load Case Load Case Description Max.Horizontal Deflection (H/48) 7.258 13 2 9 E>+EG- Max.Vertical Deflection for Span 1 (L/752) -1.022 5 1 2 SMS Max.Vertical Deflection for Span 2 (L/722) -1.039 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K):6.467(k/in) Fundamental Period(calculated)(T): 1,063(sec.) Design Story Drift:3.929(in.) Seismic Drift Ratio:0.564(OK) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 92 of 169 Wall: 4, Frame at: 76/0/0 Frame Cross Section: 11 65-6" 11 Q' 11 m `-7 " .Z - 2 LL m m m LL NN � LL LL m m LL N V 10 N © 3 11 12 2)GFB (2)GFB Z GFB Y 1 X Dimension Key 1 8 1/2" 2 2 @ 4'-0" 3 2 @ 5'-0" 4 P-0" 5 4'-0" 6 3'-10 1/2" 7 P-V 8 2 @ 4'-9 5/16" 9 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members I(CX007)and 13(CX008): 122'-7" Horiz.Clearance between members I(CX007)and 14(CX008): 122'-7" Horiz.Clearance between members 2(CX007)and 13(CX008):122'-6 13/16" Horiz.Clearance between members 2(CX007)and 14(CX008):122'-6 13/16" Vert.Clearance at member 2(CX007):26-10 5/16" Vert.Clearance at member 13(CX008):27'-0 9/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-01773 7 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM 1B1w Page: 93 of 169 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle Group Trib.Override Design Status 76/0/0 1 25/0/0 JMRF Frame 90.0000 Stress Check Design Load Combinations-Framing No Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US 1* D+CG+US 1* 8 System 1 000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 9 System 1000 1.0D+1.0CG+0.6W1> D+CG+Wl> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1 000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 16 MW MW-Wall: 1 16 System 1.000 D.6 MW MW-Wall:2 17 System 1.000 D.6 MW MW-Wall:3 18 System 1.000 .6 MW MW-Wall:4 19 System 1.000 .6D+0.6CU+0.6W1> D+CU+Wl> 20 System 1.000 .6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 .6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 .6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 .6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 .6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+W1> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W 1 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1> D+CG+S+W 1> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 .6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 1 OMF Connection 1 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No_ (in.) in.) (in.) (in.) (in.) (ft) ) (ksi) (ksi) R.l R.2 1 8.00 0.3750 0.1875 12.00 4200, 20.00 756.5 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 42.00 42.00 11.21 621.9 55.00 55.00 SS KN 3P 3 6.00 0.3750 0.2500 52.00 52.00 14.92 710.2 55.00 55.00 KN SS 3P 4 6.00 0.3125 0.2500 52.00 42.00 10.00 549.7 55.00 55.00 SS SP 3P 5 6.00 0.5000 0.1875 42.00 42.00 20.00 958.91 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 25.00 10.00 330AI 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32.37 10.00 320.8 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 32.37 25.00 10.00 320.8 55.00 55.00 SS SP 3P File: 17-017737 Version:2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM "" " Page: 94 of 169 9 6.00 0.2500 0.1875 2500 42.00 10.00 330.4 55.00 55.00 SP SS 3P 10 6.00 0.5000 0.1875 4200 42.00 20.00 958.9 55.00 55.00 SS SP 3P 11 6.00 0.3125 0.2500 42-00 52.00 10.00 549.7 55.00 55.00 SP SS 3P 12 6.00 0.3750 0.2500 52.00 52.00 14.91 743.3 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.1875 42.00 42.00 11.21 669.6 55.00 55.00 SS KN 3P 14 8.00 0.3750 0.1875 12.00 42.00 20.00 756.5 55.00 55.00 BP SS 3P 15 10.00 1 0.3750 1 0.1644 1 10.00 1 10.00 1 32.56 1 1034.21 55.00 1 55.00 1 BP I CP I 3P Total Frame Weight=9611.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes Boundary Condition Summary Member X-Loc Y-Loc Supp.X Supp.Y I Moment I Displacement X(m.) Dis lacement Y(in.) Dis lacement ZZ(rad 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:11 Type Exterior Column Interior Column Exterior Column X-Loc 0/010 65/6/0 131/0/0 Gridl-Grid2 11-A 11-B I1-C Base Plate W x L(in.) 9 X 13 12 X 11 9 X 13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Tye Desc. Hx Vy Hx Vy Hx Vv D Frm 1.10 4.80 680 -1.10 4.80 CG Frm 0.76 2.58 - 4.67 -0.76 2.58 L> Frm 3.02 10.32 - 18.66 -3.02 1032 <L Frm 3.02 10.32 - 18.66 -3.02 10.32 ASLA Frm 1.51 0.15 - 9.33 -1.51 10.16 ^ASL Frm 1.51 10.16 - 9.33 -1.51 0.15 SMS> Frm 6.30 21.50 - 38.88 -6.30 21.50 <SMS Frm 6.30 21.50 - 38.88 -6.30 21.50 US 1* Frm 2.24 3.03 - 17.49 -2.24 11.29 *US1 Frm 2.24 11.29 - 17.49 -2.24 3.03 W1> Frm -1049 -21.29 -28.48 -3.06 -11.18 <WI Frm 3.06 -11.18 -28.48 10.49 -21.29 W2> Frm -10.96 -12.51 -15.14 -2 58 -2.39 <W2 Frm 2.58 -2.40 -15.14 10.96 -12.51 WPL Fnn -0.13 -13.90 -26.60 -0.73 -20.44 WPR Frm 0.73 -20.44 -26.60 0.13 -13.90 MW Frm - - - - - MW Frm 4.35 2.36 - -1.20 9.21 -1.17 MW Frm - - - - - - MW Frm -9.21 -1.17 - -1.20 -4.35 2.37 CU Frm - - - - L Frm 3.02 10.32 - 18.66 -3.02 10.32 - S Frm 3.00 10.23 - 18.51 -3.00 10.23 - E> Frm -9.18 -2.92 - 0.32 -11.30 2.60 - EG+ Frm 0.33 1.14 2.07 -0.33 1.14 - <E Frm 9.18 2.92 -0.32 11.30 -2.60 - EG- Frm -0.33 -1.14 -2.07 0.33 -1.14 - SMS Frm 1 6.30 1 21.50 38.88 -6.30 21.50 - Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 00 0.0 16.8 16A CG 00 0.0 9.8 9.8 L> 00 0.0 39.3 39.3 <L 00 0.0 39.3 39.3 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM ""°'�" Page: 95 of 169 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US]* 0.0 0.0 31.8 31.8 *US1 0.0 0.0 31.8 31.8 W1> 13.5 13.5 60.9 60.9 <W 1 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 20.5 20.5 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 20.5 20,5 0.0 0.0 EG- 0.0 0.0 4.4 4.4 SMS 0.0 1 0.0 91.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analvsis X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Moen ew Load Mom cew Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) On-k) 0/0/0 11-A 15.65 43 18.16 42 - - 9.89 19 28.88 5 - - 65/6/0 11-B - - - - 13.01 20 50.35 5 131/0/0 11-C 21.86 41 19.35 44 - - 9.89 20 28.88 5 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Ga e&pitch standards are based on ACI-318 Appendix D criteria for"cast-in-pi cc"anchor rods(Min s ce=4*drod) X-Loc Grid Mem. Thickness Width Length Stiff Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. (in.) (in.) (in.) Rods (in.) (in.) (in.) Tv e Flange Web 0/0/0 11-A 1 0.375 9 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 11-B 15 0.500 12 11 No 4 0.750 5.0 50 Std OS-0.1875 OS41875 131/0/0 11-C 14 0.375 9 13 No 4 0-750 5.0 5.0 Std OS41875 OS41875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial (Frame Shear Load (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 18.05 13.34 42 5.63 -9.88 19 8.24 28.90 6 0 65/6/0 0.28 13.70 41 0.03 -13.00 20 0.01 50.42 5 0 131/0/0 21-74 12.78 41 5.63 -9.88 20 8.24 28.90 5 - 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Cone. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearin Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.782 42 0.257 19 - 0 0 0.224 6 0.295 19 0.175 6 0.311 6 0.547 42 65/6/0 0.012 41 0.338 20 0.338 20 0 0.346 5 0.115 20 0.360 5 0.487 5 0.214 5 131/0/0 0.943 41 0.257 20 - 0 - 0 0.223 5 0.295 20 0.175 5 0.311 5 0.662 41 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. I (ft) (in.) (in.) (in.) (in.) Description 2 1 S11 Alternate Web Thick= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 (S10) Fillet 2 2 S9 6.87 41.162 219.53 N/A N/A 0.2500 3.000 Both SP-BS-0.2500,W-BS-0.I 250,F-OS-0.1250 7 1 SI 6,26 28.941 15435 2.25 65.03 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 File: 17-017737 Version:2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BLrrLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 96 of 169 Fillet 7 2 S2 9.99 31.746 169.31 N/A N/A 0.1875 2.000 Both F-BS-0.I 875,W-OS-0.I 250,F-OS-0.1250 8 1 S1 3.95 28.790 153.55 1.50 43.13 0.1875 2.000 Opposite F-OS-0.I875,W-0S-0.1875 Fillet 13 1 SI1 Alternate Web Thick= 0.2500 0.5000 3-500 Opposite W-OS-0.1250 (S10) Fillet 13 1 2 1 S9 6.87 1 41.031 1 218.83 1 N/A I N/A 1 0.3125 1 3.000 Both SP-BS-0 2500,W-BS-0.I250.F-OS-0.1875 Bolted End-Plate Connections(Plate Fv=55.00 ksi) End-Plate Dimensions Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Conf uration Pitches lst/2nd Confi uration Pitches Ist/2nd No. No. in.) in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.) 2 2 KN(Face) 0.500 8.00 57.50 0.750 A325N/PT 3.50 43 Ext/Gusset 3.50/2.00 33 Extended 3.50/2.00 Gusset Out 2.750 x 0.2500 x 4.88 SP-BS-0.1875, 3 I 1 1 KN(Face) 10.500 1 6.00 157.50 10.750 1 A325N/PT I 3.50 143 1 Ext/Gusset 1 3.50/2.00 43 1 Ext/Gusset 3.50/2.00 Gusset Out 2.750 x 0.2500 x 4.88 SP-BS-0.1875, Gusset In 2.750 x 0.2500 x 4.88 SP-BS-0,1875, 4 2 SP 0.375 6.00 45.28 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 5 1 SP 0.375 6.00 45.25 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 6 2 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 45.25 0.750 A325N/PT 3.50 12 Flush 2.00 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 45.28 0.750 A325N/PT 3.50 12 Flush 2.00 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 55.25 0.750 A325N/PT 3.50 32 Extended 3.50/2.00 14 Flush 2.00/2.00 13 2 KN(Face) 0.625 8.00 55.25 0.750 A325N/PT 3.50 32 Extended 3.50/2.00 14 Flush 2.00/2.00 IS 1 2 1 CP 1 0.500 1 12.00 1 11.00 1 0.500 1 A325/- 1 3.00 1 11 1 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren th Strength Ratios Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear I Bending Yielding Rupture Tearing Weld Weld 2 2 46 -8.6 12.6 5217.7 AISC DG-16/Thin plate 0.781 0.102 0.975 0,000 0.000 0.062 0.846 0.959 3 1 46 -8.6 12.6 5217.7 AISC DG-16/Thin plate 0,781 0.102 0.975 0.000 0.000 0.062 0.959 0.959 4 2 24 7.6 2.2 833.8 AISC DG-16/Thin plate 0,297 0.023 0.881 0.000 0.000 0.019 0.799 0.959 5 1 24 7.6 2.2 833.8 AISC DG-16/Thin plate 0.297 0.023 0.881 0.000 0.000 0.019 0.959 0.959 6 2 7 -3.4 6.0 630.4 AISC DG-16/Thin plate 0.367 0.081 0.765 0.405 0.598 0.077 0.959 0.719 7 1 7 -3.4 6.0 630.4 AISC DG-16/Thin plate 0,367 0.081 0.765 0.405 0.598 0.077 0.959 0.71 8 2 8 -4.0 5.6 630.4 AISC DG-16/Thin plate 0.363 0.076 0.751 0.405 0.598 0.072 0.959 0.719 9 1 8 -4.0 5.6 630.4 AISC DG-16/Thin plate 0.363 0.076 0.751 0.405 0.598 0.072 0.959 0.719 10 2 23 7.5 2.6 833.9 AISC DG-16/Thin plate 0.427 0.035 0.993 0.000 0.000 0.034 0.959 0.959 11 l 23 7.5 2.6 833.9 AISC DG-16/Thin plate 0.421 0.035 0.993 0.00 0.000 0.034 0.799 0.959 12 2 45 -4.7 12.0 4946.1 AISC DG-16/Thin plate 0.993 0.122 0.848 0.485 0.718 0.063 0.959 0.959 13 2 45 -4.7 12. 4946.1 AISC DG-16/Thin late 0.993 0.122 0.848 0.485 0.718 0.063 U171 0.959 Inside Flan a Required Stren th Strength Ratios* Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) I (k) (in-k) Proc. Tension Shear I Bending Yielding Rupture Tearing Weld Weld 2 2 47 5.7 5.4 4631.3 AISC DG-16/Thin plate 0,747 0.044 0.932 0.000 0.000 0.026 0.809 0.959 3 I 47 5.7 5.4 4631.3 AISC DG-16/Thin plate 0.747 0.044 0.932 0.000 0.000 0.026 0.959 0.959 4 2 5 -8.7 6.0 1965.8 AISC DG-16/Thin plate 0.384 0.049 0.982 0.647 0.957 0.039 0.829 0.95 5 1 5 -8.7 6.0 1965.8 AISC DG-16117hin plate 0.384 0.049 0.982 0.647 0.957 0.039 0.959 0.95 6 2 8 -2.1 13.4 540.2 AISC DG-16/Thin plate 0.362 0.182 0,924 0.000 0,000 0,175 0,959 0.719 7 1 8 -2.1 13.4 540.2 AISC DG-16/Thin plate 0.362 0,182 0.924 0.000 0.000 0.175 0.959 0.719 8 2 7 -3.4 13.2 540.4 AISC DG-I6/Thin plate 0.352 0.179 0.892 0.000 0.000 0,171 0.959 0.719 9 1 7 -3.4 13.2 540.4 AISC DG-16/Thin plate 0.352 0.179 0,892 0.000 0.000 0,171 0.959 0.719 10 2 6 -8.5 6.3 1965.5 AISC DG-16/Thin plate 0.386 0.051 0.973 0.647 0.957 0.041 0.959 0.959 11 1 6 -8.5 6.3 1965.5 AISC DG-16/Thin plate 0.386 0.051 0.973 0.647 0.951 0.041 0.832 0.959 12 2 48 1.7 4.8 4359.7 AISC DG-16/Thin plate 0.695 0.03 0.983 0.000 0.00 0.019 0.95 0.959 13 2 48 1.7 4.8 4359. AISC DG-16/Thin late 0.695 0.039 0.983 0.000 0.00 0.01 0.95 0.959 *Strength ratios shown for the connections are reported as a percentage ofthe system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Stren h Ratios Mem. it. Ld Axial Shear Ld I Axial Shear Bol I Bolt Bolt I Plate Flange Flange Flange Web No. No. Cs (k) k) CS (k) (k) Tension Shear I V+T I Bending Yielding Bearing Weld I Weld File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 97 of 169 15 1 2 1 41 -13 71 0.11 20 1 13.01 0.01 0.4091 0.0051 0.0001 0.0971 0.0531 0.0011 0.4611 0.004� Flan a Brace Summary Member From Member Joint 1 From Side Point I Part Axial Load per FB W Load Case Design Note 1 18/0/0 18/0/0 GFB4017 1.106 6 1 19/0/0 19/0/0 GFB3011 1.118 38 2 3/0/0 23/0/0 (2)GFB5006 0.681 6 3 0/10/7 60/10/4 (2)GFB5067 0.360 0 3 10/7/12 511110 GFB5067 0.461 0 4 8/11/9 41/l/O GFB5006 0.386 5 5 8/11/9 31/l/O GFB4041 0.563 5 6 3/11/9 16/l/O GFB3116 0.297 8 7 3/11/9 6/l/0 GFB2087 0.986 7 7 8/11/9 1/1/0 (2)GFB3077 0.750 6 8 1/0/7 1/1/0 (2)GFB3077 0.750 5 9 1/0/7 11/1/0 GFB2087 0.498 7 10 1/0/7 21/l/O GFB4041 0.471 7 10 16/0/7 36/l/O GFB4041 0.537 6 11 1/0/7 41/l/O GFB5006 0.360 6 12 1/0/7 511110 GFB5067 0.431 39 12 10/9/12 60/10/4 (2)GFB5067 0.341 37 13 3/0/0 23/0/0 (2)GFB5006 0.681 5 14 1 19/0/0 1 19/0/0 1 GFB3011 1.158 5 Frame Design Member Summary-Controllinp Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 18.04 39.00 6 -29.3 -1404.4 0.0 103.0 3522.0 342.7 0.64 1 20.04 42.00 6 -6.5 12.8 0.50 2 7.09 42.0 6 -28.9 -2248.4 0.0 301.7 6430.6 539.9 0.40 2 5.50 42.00 6 -8.1 13.0 063 3 2.49 52.00 38 -4.8 -2214.7 0.0 144.5 4701.4 238.8 0.49 3 1.62 52.00 23.9 24.4 098 4 10.01 42.00 5 -8.7 1965.8 0.0 1I7.0 4237.3 191.3 0.50 4 0.00 52.00 14.1 24.3 0.58 5 8.96 42.00 5 -8.0 2262.9 0.0 83.7 5094.8 308.9 0.49 5 20.00 4200, 5 -9.7 13.0 0.74 6 0,00 42.00 24 7.4 -779.3 0.0 355.8 1164.4 116.0 0.68 6 6.48 3L01 5 -15.2 17-3 0.88 7 9.92 32.37 6 -7.3 -2646.0 0.0 152.5 2799.7 163.9 0.97 7 9.92 32.37 5 -25.0 24.3 1.03 8 0.95 31.67 5 -7.3 -2365.8 0.0 81.8 2516.5 163.7 0.98 8 0.00 32.37 25.0 24.3 1.03 9 10.03 42.00 7 -3.1 1740.1 0.0 85.9 2763.4 116.0 0.65 9 3.55 31.01 15.2 17.3 0.88 10 11.04 42.00 6 -8.0 2262.8 0.0 83.8 4759.8 308.9 0.52 10 0.00 42.0 - 97 13.0 0.74 11 0.00 42.0 6 -8.7 1965.5 0.0 183.0 4293.1 191.3 0.48 11 10.01 52.0 5 -141 24.3 0.58 12 10.81 52.0 37 -3.3 -2114.0 0.0 144.5 4717.8 238.8 0.46 12 11.68 52.0 5 -23 9 24.4 0.98 13 7.08 42.0 5 -28.9 -2248.6 0.0 301.7 6430.E 539.9 0.40 13 5.50 42.00 5 8.1 13.0 0.63 14 19.04 40.50 5 -29.3 -1480.8 0.0 92.4 3284.6 343.0 0.72 14 20.04 42.00 5 6.5 12.8 0.50 15 27.13 10.00 5 -50.4 0.0 0.0 61.7 535.8 472.5 0.82 15 27.13 10.0 1 41 1 1 0-01 32.6 0.00 Parameters Used for Axial and Flexural Desirgn Mem. Loc. Lx Ly/Lt Lb Ag I Afn Ixx I Iyy Sx Sy I Zx Zy J Cw Cb Rpg Rpc Qs Qa No I ft I in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 18.04 325.5 1 216.4 216.4 13.17 3.00 3112.31 32.02 159.61 8.01 184.4 12.34 0.37 11942.9 :'08 66 0.94 I.00 0.90 0.57 G 2 7.09 325.51 49. 49.0 15.69 4.00 4521.5E 42.69 215.31 10.E 244.8 16.3E OJ6 18380.3 0.91 I.00 1.00 0.61 7 File: 17-017737 Version: 2017.Ib Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BL/TLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 98 of 169 3 2.49 739.63 117.3 117.3 17.31 2.25 5802.74 13.57 223.18 4.52 280.32 7.55 0.48 9039.31 120 0.90 1.00 1.00 0.55 4 10.01 739.63 120.0 60.0 14.09 1.88 3104.88 11.30 147.85 3.77 185.16 6.27 0.34 4911.10 1.03 0.94 1.00 0.96 0.62 5 8.96 739.63 180.1 60.0 13.69 3.00 3660,39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.16 0.89 1.00 1.00 0.68 6 0.00 739.63 180.1 180.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.17 1.00 1.00 0.84 1.00 7 9.92 739.63 22.9 22.9 9.68 1.88 1454.10 7.83 89.83 3.13 106.87 4.97 0.25 2004.27 1.03 0.94 1.0 1.00 0.56 8 0.95 739.63 120.1 120.1 9.55 1.88 137964 7.83 87.14 3.13 103.47 4.96 024 1916.46 1.80 0.96 1.00 1.00 0.69 9 10.03 739.63 120.3 60.1 10.78 1.30 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.26 0.83 1.00 0.84 0.54 10 11.04 739.63 180.0 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.01 0.89 1.00 1.00 0.68 11 0.00 739.63 60.0 60.0 14.09 1.88 3104.88 11.30 147.85 3.77 185.16 6.27 0.34 4911.10 1.05 0.94 1.00 0.96 0.49 12 10.81 739.63 117.3 117.3 17.31 2.25 5802.74 13.57 223.18 4.52 280.32 7.55 0.48 9039.31 1.20 0.90 1.00 1.00 0.42 13 7.08 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.08 0.91 1.00 1.00 0.61 7 14 19.04 325.51 228.4 228.4 13.45 3.00 3396.03 32.02 167.71 8.01 194.43 12.35 0.37 12887A 1.65 0.94 1.00 0.90 0.5E 9 15 27.13 406.8E 390.7 390.7 9.02 3.75 184.63 62.50 36.93 12.5 39.61 18.81 0.37 1447.59 1.00 1.00 1.07 0.90 1.00 Deflection Load Combinations-Framing No. Ori in Factor IDefH Dcf`V1 Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 W1> Wl> 4 System 1.000 100 180 0.42<W I <W 1 5 System 1.000 100 180 0.42 W2> W2> o System 1.000 100 180 .42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1 000 50 0 3.0 E>+3.0 EG- E>+EG- 10 1 System 1.000 50 1 0 3.0<E+3.0 EG- <E+EG- Controlling Frame Deflection Ratios for Cross Section: 11 Description Ratio Deflection(in.) Member Joint Load Case Load Case Description Max.Horizontal Deflection (H/49) 7.022 13 2 9 E>+EG- Max.Vertical Deflection for Span 1 (L/1041 ) -0.726 5 1 2 SMS Max.Vertical Deflection for S an 2 L/1041) 0.72E 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K):8.750(k/in) Fundamental Period(calculated)(T): 1.046(sec.) Design Story Drift:3.864(in.) Seismic Drift Ratio:0.562(OK) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 99 of 169 Wall: 4,Frame at: 101/0/0 Frame Cross Section: 10 75 LL m m LL m m LL N N LL LL LL LL f� 11 1 2)GF13 (2)GF8 GF GFB Y 14 X Dimension Key 1 8 1/2" 2 4'-0" 3 3'-10 1/2" 4 I'-1" 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht Frame Clearances Horiz.Clearance between members I(CX009)and 13(CXO10) 120'-10 13/16" Horiz.Clearance between members I(CX009)and 14(CX010):120'-11" Horiz.Clearance between members 2(CX009)and 13(CXO10) 120'-10 5/8" Horiz.Clearance between members 2(CX009)and 14(CXO 10):120'-10 13/16" Vert Clearance at member 2(CX009):26-10 3/4" Vert.Clearance at member l3(CX010):26-10 3/4" Vert.Clearance at member 15(ICX003):32'-7 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BL/TL ER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM - Page: 100 of 169 Frame location Des i n Parameters: Location Ave.Bav Space Description Angle Group Trib.Override Design Status 1 O1/0/0 25/0/0 JMRF Frame 90.0000 Stress Check Design Load Combinations-Framin No Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> ID+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L ID+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ ID+CG+ASL^ 4 System 1.000 1.O D+I.O CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1,000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0D+1.0CG+1.0US1* D+CG+US1* 8 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 9 System 1.000 1.0D+1.0CG+0.6W1> D+CG+W1> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall: 1 16 System 1.000 0.6 MW MW-Wall:2 17 System 1.000 0.6 MW MW-Wall:3 18 System 1.000 0.6 MW MW-Wall:4 19 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 LOD+1.00G+0.75L+0.45W1> D+CG+L+Wl> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W 1 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0D+1.0CG+0.755+0.45W1> D+CG+S+Wl> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 1 OMF Connection 1 1.000 IM D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- Frame IN'lember Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No, (in.) (in.) (in.) (in.) (in.) (ft) ) (ksi) ksi) Jt.l R2 1 8.00 0,3750 0.2500 12.00 52.00 20.00 954.3 55.00 55.00 BP SS 3P 2 8.00 0,3750 0.2500 52.00 52.00 11.21 814.0 55.00 55.00 SS KN 3P 3 6.00 0.3750 0.2500 52.00 52.00 14.87 725.6 55.00 55.00 KN SS 3P 4 6.00 0.3125 0.2500 52.00 42.00 10.00 551.1 55.00 55.00 SS SP 3P 5 6.00 0.3125 0.1875 42.00 42.00 20.00 812.21 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 24.00 10.00 326.7 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 24.00 31.38 10.02 314.E 55.00 55.00 SP SS 3P 8 5-00 0.3750 0.1875 31.38 24.00 10.00 314.0 55.00 55.00 SS SP 3P File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butlar Manufwcturi� 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 101 of 169 9 10 0.2500 0.1875 24.00 42.00 10.00 326.7 55.00 55.00 SP SS 3P 10 )0 0.3125 0.1875 4200 4200 20.00 818.1 55.00 5500 SS SP 3P 11 6.00 0.3125 0.2500 42.00 52.00 10.00 556.9 55.00 55.00 SP SS 3P 12 6.00 0.3750 0.2500 52.00 52.00 14.89 726.8 55.00 55.00 SS KN 3P 13 8.00 0.3750 0.2500 52.00 52.00 11.21 814.0 55.00 55.00 SS KN 3P 14 8.00 0.3750 0.2500 12.00 52.00 20.00 954.3 55.00 55.00 BP SS 3P 15 1 10.00 1 0.3750 1 0.1875 1 10.00 1 10.00 32.64 1060.4 55.00 55.00 BP CP 3P Total Frame Weight=10069.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X(in,) Displacement Y(in) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 1 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:10 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 6516/0 131/0/0 Gridl-Grid2 10-A 10-B 10-C Base Plate WxL(in) 9X13 12X11 9X13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-1.000 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc Hx IVv Hx I Vy Hx V D Frm 1,38 5.20 6.30 -1.38 5.20 CG Frm 0.97 2.71 4.40 -0.97 2.71 L> Frm 3.88 1085 - 17.61 -3.88 10.85 <L Frm 3.88 1085 17.61 -3.88 10.85 ASL^ Frm 1.94 0.42 8.80 -1.94 10.43 ^ASL Frm 1.94 10.43 8.80 -1.94 0.42 SMS> Frm 8.08 22.60 36.68 -8.08 22.60 <SMS Frm 8.08 22.60 - 36.68 -8.08 22.60 USl* Frm 2.88 3.42 16.70 -2.88 11.69 *US1 Frm 2.88 11.69 - 16.70 -2.88 3.43 WI> Frm -11.77 -22.08 - -26.89 -1.78 -11.97 <W1 Frm 1.78 -11.97 - -26.89 11.77 -22.08 W2> Frm -11.72 -12.97 - -14.21 -1.83 -2.86 <W2 Frm 1.83 -2.86 - -14.21 11.72 -12.97 WPL Frm -1.20 -14.57 - -25.27 0.34 -21.11 WPR Frm -0.34 -21.11 - -25.27 1.20 -14.57 MW Frm - - - - - - MW Frm 4.23 2.29 -1.04 9.34 -1.25 MW Frm - - - - - MW Frm -9.34 -1.24 -1.04 -4.23 2.29 CU Frm - - L Frm 3.88 10.85 17.61 -3.88 10.85 S Frm 3.85 10.76 17.46 -3.85 10.76 E> Frm -12.99 -3.09 -0.08 -12.33 3.17 EG+ Frm 043 1.20 - 1.95 -0.43 1.20 <E Frm 12.99 3.09 0.08 12.33 -3.17 EG- Frm -0 43 -1.20 -1.95 0.43 -1.20 SMS Frm 808 22.60 36.68 -8.08 22.60 Sum of Forces with Reactions Check->rrami Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 17.2 167 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39 3 File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 773 7 Calculations Package Time:04:30 PM Page: 102 of 169 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US1 0.0 0.0 31.8 31.8 WI> 13.5 13.5 60.9 60.9 <W 1 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 4.4 4.4 SMS 0.0 1 0.0 1 81.9 1 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 10-A 22.21 43 25.38 42 - 10.13 19 30.51 5 65/6/0 10-13 - - - - 12.36 19 47.38 5 - 131/0/0 10-C 24.23 41 21.05 44 - 10.13 20 30.51 5 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Ga e&pitch standards are based on ACI-318 Appendix D criteria for"cast-in- lace"anchor rods(Min s acc=4*drod) X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. (in.) (in.) in.) Rods (in.) (in.) (in.) Type Flange Web 0/0/0 10-A 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 10-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 10-C 14 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection adin Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 2514 14.15 42 6.23 -10.12 19 10.52 30.53 6 - 0 65/6/0 0.26 12.55 42 0,02 -12.35 19 0.01 47.44 5 - - 0 131/0/0 23.98 14.30 41 6.23 -10.12 20 10.52 30.53 5 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod ILoad Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension I Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.613 42 0.148 19 - 0 0 0.236 6 0.302 19 0.185 6 0.302 6 0.763 42 65/6/0 0.011 42 0.321 19 0.321 19 0 0.325 5 0.109 19 0.338 5 0.448 5 0.224 5 131/0/0 0.585 41 0.148 1 20 - 0 - 0 0.236 5 0.302 20 0.185 5 0.302 5 0.727 41 Web Stiffener Summary Mem. Stiff Desc. Loc. Web Depth h/t a/h a Thick. I Width Side Welding No. No. (ft) (in.) (in.) (in.) (in.) Description 2 1 S9 6.87 51.429 205.72 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 7 1 S1 7.01 28.498 15L99 3.00 85.37 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 7 2 S2 10,02 30.746 163.98 N/A N/A 0,1875 2.000 Both I F-BS-0.I 875,W-OS-0.1250,F-OS-0.1250 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER 6ut�er Manufacturing 1 7-01 773 7 Calculations Package Time:04:30 PM Page: 103 of 169 8 1 S1 1 4.49 1 27.379 1 146.02 1 1.75 47.85 1 0.1875 1 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 13 1 S9 6.87 51.429 205.72 N/A N/A 0.3125 3.000 Both SP-BS-02500,W-BS-0.1230.F-OS-0.1875 Boiled End-Plate Connections Plate Fv=55.00 ksi End-Plate Dimensions Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lst/2nd Con figuration Pitches Ist/2nd No. No. (in.) in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.) 2 2 KN(Face) 0.750 8.00 54.87 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 3 1 KN(Face) 0.750 8.00 54.88 0.750 A325N/PT 3 50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 4 2 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.25 32 Extended 3.25/2.00 5 1 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.25 32 Extended 3.25/2.00 6 2 SP 0.375 6.00 27.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 27.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 27.40 0 750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6:00 27.43 0 750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.500 6.00 43.00 0.750 A325N/PT 3.50 11 Flush 36.13 12 Flush 2.00 11 1 SP 0.500 6.00 43.04 0.750 A325N/PT 3.50 11 Flush 36,13 12 Flush 2.00 12 2 KN(Face) 0.750 8.00 54.88 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 13 2 KN(Face) 0.750 8.00 54.88 0.750 A325N/PT 350 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 15 2 CP 1 0.500 1 12.00 1 11.00 0.500 1 A325/- 1 3.00 1 11 1 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Strength Strength Ratios Mem. it Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -6.7 13.2 5765.6 AISC DG-16/Thin plate 0.861 0.107 0.866 0.000 0.000 0.043 1.000 0.959 3 1 46 -6.7 132 5765.6 AISC DG-16/Thin plate 0.861 0.107 0.866 0.000 0.000 0.043 1.000 0.959 4 2 40 -1.9 2.8 1197.2 AISC DG-16/Thin plate 0.463 0.038 0.784 0.405 0.598 0.037 0.799 0.959 5 1 40 -1.9 2.8 1197.2 AISC DG-16/Thin plate 0.463 0.038 0.784 0.405 0.598 0.037 0.799 0.95 6 2 7 -4.6 54 632.5 AISC DG-16/Thin plate 0.375 0.073 0.784 0.405 0.598 0.069 0.959 0.719 7 1 7 -4.6 54 632.5 AISC DG-16/Thin plate 0.375 0.073 0.784 0.405 0.598 0.069 0.959 0.71 8 2 8 -5.2 4.8 634.1 AISC DG-16/Thin plate 0.373 0.066 0.774 0.405 0.598 0.062 0.959 0.719 9 1 8 -5.2 4-8 634.1 AISC DG-16/Thin plate 0.373 0.066 0.774 0.405 0.598 0.062 0.959 0.719 10 2 39 -2.3 3.0 1209.8 AISC DG-16/Thin plate 0.867 0.060 0.798 0.000 0.000 0.058 0.799 0.95 11 1 39 -2.3 3.0 1209.8 AISC DG-16/Thin plate 0.867 0.060 0.798 0*000 0.00 0.058 0.799 0.959 12 2 45 -7.9 13.3 5826.1 AISC DG-16/Thin plate 0.865 0.108 0.871 0.00 0.00 0.043 1.000 0.959 13 2 45 -7.9 13.3 5826.1 AISC DG-16/Thin late 0.865 0.108 0.871 0.000 0.000 0.043 1.000 0.959 Inside Flange Required Strength Strength Ratios* Mem. it. Ld Axial I Shear Moment Design Bolt Bolt Plate Shear I Shear Bearing Flange Web No. No. Cs (k) (k) On-k) Proc. Tension Shear Bending Yieldingi Rupture Tearing Weld Weld 2 2 47 3.1 6.0 5050.4 AISC DG-16/Thin plate 0.796 0.049 0.563 0.303 0.407 0.019 0.866 0.959 3 1 47 3.1 6.0 5050.4 AISC DG-16/Thin plate 0.796 0.049 0.563 0.303 0.407 0.019 0.959 0.959 4 2 37 -1.2 1.0 1687.2 AISC DG-16/Thin plate 0.463 0.010 0.993 0.405 0.598 0.009 0.799 0.959 5 1 37 -1.2 1.0 1687.2 AISC DG-16/Thin plate 0.463 0.01 0.993 0.405 0.598 0.009 0.799 0.959 6 2 8 -3.3 12.8 545.6 AISC DG-16/Thin plate 0.374 0.174 0.954 0.000 0.000 0.167 0.959 0.719 7 1 8 -3.3 12.8 545.6 AISC DG-16/fhin plate 0.374 0.174 0.954 0.000 0.000 0.167 0.959 0.719 8 2 7 -4.6 12.5 543.2 AISC DG-16/Thin plate 0.362 0.169 0.917 0.000 0.000 0.162 0.959 0.719 9 1 7 -4.6 12.5 543.2 AISC DG-16/Thin plate 0.362 0.169 0,917 0.000 0.000 0.162 0.959 0.719 10 2 38 -0.8 1.0 1699.4 AISC DG-16/Thin plate 0.644 0.014 0.967 0.000 0.000 0.010 0.799 0.959 11 1 38 -0.8 1.0 1699.4 AISC DG-16/Thin plate 0.644 0.014 0.967 0.000 0.00 0.010 0.799 0.95 12 2 48 4.3 6.1 5110.8 AISC DG-I6/Thin plate 0.810 0.050 0.573 0.303 0.407 0.020 0.95 0.959 13 2 48 4.3 6.1 5110.8 AISC DG-16/Thin late 0.810 0.050 0.573 0.303 0.407 0.020 0.88 0.95 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Stren4 Ratios Mem. it. Ld I Axial I Shear Ld I Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs (k) (k) Cs (k) k) Tension Shear V+T Bendin Yieldin Bearin Weld Weld 15 1 2 1 41 1 -12.31 0.11 19 12.41 005 0.0001 0.09 0.05 0.001 0.43 0.004 Flan a Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB M Load Case Design Note 1 19/0/0 19/0/0 GFB4033 0.853 6 2 3/0/0 23/0/0 (2)GFB5067 0.458 6 File: 17-017737 Version:2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 104 of 169 3 4/9/6 56/l/O (2)GFB5067 0.340 38 4 3/11/13 46/l/O GFB5045 0.446 40 4 8/11/13 41/l/O GFB5006 0.435 37 5 8/11/13 31/l/O GFB4041 0.445 6 6 3/11/13 16/l/O GFB3096 0.292 8 7 3/11/13 6/1/0 GFB2087 0.966 7 7 8/11/13 1/1/0 (2)GFB3077 0.730 6 8 1/0/7 1/1/0 (2)GFB3077 0.730 5 9 1/0/7 11/l/0 GFB2066 0.529 7 10 1/0/7 21/l/O GFB4041 0.382 23 10 16/0/7 36/l/O GFB4041 0.531 39 11 1/0/7 41/l/O GFB5006 0.442 39 12 1/0/7 511110 GFB5067 0.549 39 12 6/0/7 56/l/O (2)GFB5067 0.344 37 13 3/0/0 23/0/0 (2)GFB5067 0.456 5 14 1 19/0/0 1 19/0/0 1 GFB4033 0.843 5 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint I ) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 19.07 50.00 6 -31.3 -1830.4 0.0 92.3 4195.2 353.0 0.73 1 20.07 52.00 6 -8.0 244 0.33 2 7.14 52.00 6 -30.6 -2819.2 0.0 250.2 6960.1 353.7 0.47 2 5.50 52.00 6 -10.4 24.4 0.43 3 6.85 52.00 38 -4.3 -2093.2 0.0 139.5 4525.0 238.8 0.48 3 2.04 52-00 6 24.5 24.4 1.00 4 0.00 52-00 40 -2. -1562.2 0.0 117.9 3562.8 195.8 0.45 4 0.00 52-00 6 15.3 24.3 0.63 5 8.98 4200 6 -10 5 1915.1 0,0 52.3 3520.9 183.2 0.68 5 20-00 42.00 5 -8.3 12.7 0.65 6 0.00 42.00 5 -9.1 1431.4 0.0 41.9 2763.4 116.0 0.68 6 6.50 30.33 5 -14.1 17.7 0.79 7 9.94 31.38 6 -9.6 -2478.5 0.0 1513 2706.4 163.6 0.95 7 8.99 30.67 5 -22.9 22.3 1.03 8 0.96 30.67 5 -9.6 -2213.8 00 81.8 2453.1 163.4 0.96 8 0.96 30.67 6 22.9 22.3 1.03 9 10.03 42.00 7 -4.3 1673.0 00 85 8 2763.4 116.0 0.63 9 3.55 30.37 6 14.1 17.7 0.80 10 16.04 42.00 39 -2.2 -1072.1 0.0 52.4 1516.4 183.2 0.73 10 0.00 42.00 6 8.3 12.7 0.65 11 10.01 52.00 39 -2.4 -1577.9 0.0 117.8 3573.0 195.8 0.45 11 10.01 52,00 5 -15.2 24.3 0.63 12 10.85 52.00 37 -4.8 -2592.0 0.0 216.4 6138.0 238,8 0.43 12 1085 52.00 5 -24.5 24.4 1.00 13 714 52.00 5 -30.6 -2819.5 0.0 250.2 6960.1 353.7 0.47 13 5.50 52.00 5 104 24.4 0.43 14 19-07 50.00 5 -31.3 -1830.6 0-0 92.3 4195.2 353.0 0.73 14 20.07 52.00 5 8 0 24.4 0.33 15 27.20 10.00 5 -47.4 0.0 0.0 61.4 536. 481.5 0.77 15 27.20 10.00 41 0.0 37.1 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in-2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.07 326.50 228.8 228.8 18.31 3.00 6182.76 32.06 247.31 8.02 300.47 12.77 0.54 19740.6 1.66 0.97 1.00 0.90 0.48 1 - 7.14 326.50 49.7 49.7 18.81 3.00 6802.18 32.07 261.62 8.02 319.04 12.80 0.55 21365.5 L08 0.88 1.00 0.90 0.47 9 6.85 729.68 120.0 120.0 1731 2 5802.74 13.57 223.18 4.52 280.32 7.55 0.48 9039.31 1.20 0.91 1.00 1.00 0.55 4 0.00 729.68 120.0 120.0 16.59 1.88 5329.63 11.32 204.99 3.77 261.88 6.43 0.39 7558.55 1.10 0.93 1.00 0.96 0.55 5 8.98 729.68 180.1 60.0 11.51 1.88 2735.97 11.27 130?8 3.7 158.41 5.9 0.21 4897.37 1.12 0.85 1.00 0.96 0.65 6 0.00 729.68 180.1 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.13 0.85 1.00 0.84 0.65 7 9,94 729.68 22 22.9 9.49 1.88 1350.03 7.83 86.05 3.13 102.1 4.9 0.24 1881.29 1.03 0.95 1.00 1,00 0.57 8 0.96 729,68 120.1 120.1 9.36 1,88 1278.71 7.83 83.39 3.13 98.75 4.95 0.24 1796.01 1.80 0.97 1.00 1.00 0.7 9 10.03 729.68 120.3 60.1 10.78 LSO2424.08 9.02 115.43 3,01 143.36 4.86 0.15 3931.83 1.25 0.85 1.00 0.84 0.54 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 surtefz Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 105 of 169 10 16.04 729.68 180.0 180.0 11.51 1.88 2735.97 11.27 13028 3.76 158.41 5.99 0.21 4897.57 122 1.00 1.00 0.96 0.48 11 10.01 729,68 120.1 120.1 16.59 1.99 5329.63 11.32 204.99 3.77 261.88 6.43 0.39 7558.55 1.11 0.93 1.00 0.96 0.55 12 10.85 729.68 57.7 57.7 17.31 2.25 5802.74 13.57 223.18 4.52 280.32 7.55 0.48 9039.31 1.08 0.86 1.00 1.00 0.44 13 7.14 326.50 49.7 49.7 18.81 3.00 6802.18 32.07 261.62 8.02 319.04 12.80 0.55 21365.5 1.08 0.88 1.00 0.90 0.47 9 14 19.07 326.50 228. 228.8 18.31 3.00 6182.76 32.06 247.31 8.02 300,47 12.77 0.54 19740,1 1,66 0.97 1.00 0.90 0.48 15 27.2 407.36 391. 391.7 9.23 3.75 186.16 62.51 3723 12.50 40.10 18.83 0.37 ]447.63I 1.00 1.00 1.08 0.91 1.00 Deflection Load Combinations-rramin No. Origin Factor DefH Def`Vl Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 .42 W 1> W 1> 4 System 1.000 100 180 .42<W 1 <W 1 5 System 1,000 100 180 142 W2> W2> 6 System 1,000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1,000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 50 1 0 13.0<E+3.0 EG- <E+EG- ontrolling Frame Deflection Ratios for Cross Section:10 Description Ratio Deflection(in.) Member Joint Load Case I Load Case Description Max.Horizontal Deflection (HAS) -7.183 2 2 10 <E+EG- Max.Vertical Deflection for Span I (L/1073) -0.700 5 1 2 SMS Max.Vertical Deflection for Span 2 {L/1074) -0.700 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 10.581(khn) Fundamental Period(calculated)(T): 1.058(sec.) Design Story Drift:3.907(in,) Seismic Drift Ratio:0.567(OK) File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM ""W"" Page: 106 of 169 Wall: 4, Frame at: 126/0/0 Frame Cross Section:9 3 11 Q 7 f1 u u '1 65, :n c�? m m M m C� �v c�._ 9 U. D CJ f CD © 11 1 2)GF8 (2)GFB GFB 9GFB Y 1 X s. Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 l'-1" 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CXO11)and 13(CX012):122'-6 13/16" Horiz.Clearance between members 1(CX011)and 14(CX012):122'-7" Horiz.Clearance between members 2(CXO11)and 13(CX012):122'-6 5/8" Horiz.Clearance between members 2(CXO11)and l4(CX012):122'-6 13/16" Vert.Clearance at member 2(CXO11):26-10 3/16" Vert.Clearance at member 13(CX012):26-10 3/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. I Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 107 of 169 Frame Location Design Parameters: Location I Avg.Bay Space I Description An,-le Group Trib.Override Design Status 126/0/0 1 25/0/0 JMRF Frame 90.0000 Stress Check Design Load Combinations-Framia rNo. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US 1* D+CG+US 1* 8 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 9 System 1.000 1.0D+I.0CG+0.6W1> 1)+CG+W1> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.O D+1.O CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall: 1 16 System 1.000 0.6 MW MW-Wall:2 17 System 1,000 0.6 MW MW-Wall:3 18 System 1.000 0.6 MW MW-Wall:4 19 System 1.000 0,6D+0.6CU+0.6W1> D+CU+W1> 20 System 1.000 .6 D+0.6 CU+0.6<W 1 D+CU+<W l 21 System 1.000 .6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 .6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 .6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 .6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 I.0D+I.0CG+0.75L+0.45W1> +CG+L+Wl> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W 1 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 I.0D+I.0CG+0.75L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0D+I.0CG+0.755+0.45W1> D+CG+S+W1> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1,000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 D.6D+0.6CU+0.91 E>+0.7EG- D+CU+E>+EG- 40 System 1.000 D.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 O.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special I.000 0 6 D+0.6 CU+1,75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1-0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- 49 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB 1> D+CG+WPR+WB 1> 50 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6WB1> D+CU+WPR+WB1> 51 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR+0.45WBI> D+CG+L+WPR+WB1> 52 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB 1> D+CG+S+WPR+WB 1> 53 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<WB 1 D+CG+WPR+<WB 1 54 System Derived 1,000 0.6D+0.6CU+0.6 WPR+0.6<WB1 D+CU+WPR+<WB1 55 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<WB 1 D+CG+L+WPR+<WB 1 56 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<WB 1 D+CG+S+WPR+<WB 1 57 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB2> D+CG+WPR+WB2> 58 System Derived 1.000 .6 D+0.6 CU+0.6 WPR+0.6 WB2> D+CU+WPR+WB2> 59 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB2> D+CG+L+WPR+WB2> 60 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB2> +CG+S+WPR+WB2> File: 17-017737 Version:2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 SUTLER butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 108 of 169 61 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<WB2 D+CG+WPR+<W132 62 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<W132 D+CU+WPR+<W132 63 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<W132 D+CG+L+WPR+<WB2 64 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<W132 D+CG+S+WPR+<WB2 65 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+WB3> 66 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 W133> D+CU+WPL+WB3> 67 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB3> D+CG+L+WPL+WB3> 68 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+WB3> 69 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<WB3 D+CG+WPL+<WB3 70 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB3 D+CU+WPL+<W133 71 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<W133 D+CG+L+WPL+<WB3 72 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<WB3 73 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB4> D+CG+WPL+WB4> 74 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB4> D+CU+WPL+WB4> 75 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB4> D+CG+L+WPL+WB4> 76 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB4> D+CG+S+WPL+WB4> 77 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<WB4 D+CG+WPL+<WB4 78 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<W134 D+CU+WPL+<W134 79 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<W134 D+CG+L+WPL+<WB4 80 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB4 D+CG+S+WPL+<WB4 81 System Derived 1.000 0.6 MWB MWB-Wall: 1 82 System Derived 1.000 0.6 MWB MWB-Wall:2 83 System Derived 1.000 0.6 MWB MWB-Wall:3 84 System Derived 1.000 0.6 MWB MWB-Wall:4 85 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 86 System Derived 1.000 1.0 D+1,0 CG+0.91 E>+0.7 EG++0.273 EB> D+CG+E>+EG++EB> 87 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 88 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273 EB> D+CG+<E+EG++EB> 89 System Derived 1.000 .6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 EB> D+CU+E>+EG-+EB> 90 System Derived 1.000 .6 D+0.6 CU+0.91 E>+0.7 EG-+0.273 EB> D+CU+E>+EG-+EB> 91 System Derived 1.000 16 D+0.6 CU+0.273<E+0.7 EG-+0.91 EB> D+CU+<E+EG-+EB> 92 System Derived 1.000 .6 D+0.6 CU+0.91<E+0.7 EG-+0.273 EB> D+CU+<E+EG-+EB> 93 Special 1.000 1.0 D+1.0 CG+1.75 EB>+0.7 EG+ D+CG+EB>+EG+ 94 Special 1.000 .6 D+0.6 CU+1.75 EB>+0.7 EG- D+CU+EB>+EG- 95 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91<EB D+CG+E>+EG++<EB 96 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273<EB D+CG+E>+EG++<EB 97 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91<EB D+CG+<E+EG++<EB 98 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273<EB D+CG+<E+EG++<EB 99 System Derived 1.000 .6 D+0.6 CU+0.273 E>+0.7 EG-+0.91<EB D+CU+E>+EG-+<EB 100 System Derived 1.000 .6 D+0.6 CU+0.91 E>+0.7 EG-+0.273<EB D+CU+E>+EG-+<EB 101 System Derived 1.000 .6 D+0.6 CU+0.273<E+0.7 EG-+0.91<EB D+CU+<E+EG-+<EB 102 System Derived 1.000 .6 D+0.6 CU+0.91<E+0.7 EG-+0.273<EB D+CU+<E+EG-+<EB 103 Special 1.000 1.6 .0 D+1.0 CG+1.75<EB+0.7 EG+ D+CG+<EB+EG+ 104 special 1.000 D+0.6 CU+1.75<EB+0.7 EG- D+CU+<EB+EG- Frame Member Sizes Mem. Fig Width Fig Thk Web Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) in. in.) (in.) ink (ft) ) (ksi) (ksi) Jt.1 Jt.2 1 8.00 0.5000 0.1875 12.00 42.00 20.00 893.5 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 42.00 42.00 11.21 670.9 55.00 55.00 SS KN 3P 3 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 KN SS 3P 4 6.00 0.5000 0.2500 52.00 42.00 10.00 624.4 55.00 55.00 SS SP 3P 5 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 25.00 10.00 330.4 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32.37 10.00 320.8 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 32.37 25.00 10.00 320.8 55.00 55.00 SS SP 3P 9 6.00 0.2500 0.1875 25.00 42.00 10.00 330.4' 55.00 55.00 SP SS 3P 10 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SS SP 3P 11 6.00 0.5000 0.2500 42.00 52.00 10.00 624.4 55.00 55.00 SP SS 3P 12 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.1875 42.00 42.00 11.21 670.8 55.00 5500 SS KN 3P 14 8.00 0.5000 0.1875 12.00 42.00 20.00 899.1 55.00 55.00 BP SS 3P 15 10.00 1 0.3750 1 0.1644 1 10.00 1 10.00 1 32.56 1 1034.2 55.00 55.00 BP CP 3P Total Frame Weight=10359.7 (p) (Includes all plates) Frame Member Releases Member I Joint 1 Joint 2 15 No Yes File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i Date: 8/29/2017 BurcEFr Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 109 of 169 Boundary Condition Summary Member X-Loc Y-Loc Supp,X Supp.Y I Moment I Displacement X(m.) I Displacement Y(m) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:9 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 13110/0 Gridl-Grid2 9-A 9-13 9-C Base Plate W x L(in-) 9 X 13 12 X 11 12 X 13 Base Plate Thickness(in.) 0.500 0.500 0.500 Anchor Rod Qty/Diam. (in.) 4-1.250 4-0.750 4-1.500 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Hx I Hz Vy Hx Vy Hx I Hz I Vy D Frm 1.18 5.16 - 6.80 -1.18 5.16 CG Frm 0.78 - 2.60 - 4.62 -0.78 2.60 L> Frm 3.14 - 10.40 - 18.50 -3.14 10.40 <L Frm 3.14 10.40 - 18.50 -3.14 10.40 ASL^ Frm 1.57 - 019 - 9.25 -1.57 10.21 ^ASL Frm 1.57 10.21 - 9.25 -1.57 0.20 SMS> Frm 6.54 21.67 - 38.54 -6.54 21.67 <SMS Frm 6.54 21.67 - 38.54 -6.54 2167 US 1* Frm 2.34 - 3.10 17.35 -2.34 11.36 - - *US1 Frm 2.34 11.36 17.35 -2.34 3.10 W1> Frm -1066 -21.41 -28.23 -2.88 -11.30 <W 1 Frm 288 -11.30 -28.23 10.66 -21.41 - W2> Frm -1106 -12.58 -15.00 -2.48 -2.47 <W2 Frm 248 -2 47 -15.00 11.06 -12.58 WPL Frm -0 27 -14,01 -26.39 -0.58 -20.55 WPR Frm 0.58 -20.55 -26.39 0.27 - -14.01 MW Frm - - - - MW Frm 4.34 2.35 -1.18 9.23 - -1.18 MW Frm - - - - - MW Frm -9.23 -1.18 -1.17 -4.34 2.35 - - CU Frm - - - - L Frm 3.14 10.40 1850 -3.14 10.40 - S Frm 3.11 10.31 18-34 -3.11 10.31 E> Frm -12 98 -3.08 -0.09 -12.34 3.18 EG+ Frm 035 1.15 - 2.05 -0.35 1.15 <E Frm 1298 3.08 - 0.09 12.34 -3-18 EG- Frm -0.35 -115 - -2.05 0.35 -1.15 WB1> Brc 0.22 -11.13 -1417 - -0.02 -0.22 -10.30 -13.27 - <WB1 Brc 0.07 - 1445 -0.35 -0.07 - 13.24 WB2> Brc 0.22 -11 13 -14.34 -0.02 -0.22 -10.30 -13,43 <WB2 Bre 0.07 - 14.60 -0.35 -0.07 - 13.38 WB3> Bre 0.23 -10.27 -13.45 -0.02 -0.23 -11 17 -14.62 <WB3 Bre 0.07 - 13.63 -0.36 -0.07 - 14.69 WB4> Brc 0.23 -10 27 -13.46 -0 02 -0.23 -11.17 -14 63 <WB4 Brc 0.07 - 13.62 -0.36 -0.07 - 14.68 MWB Brc 0.18 -9.05 -11.33 -0.02 -0.18 -9.08 -11.38 MWB Brc - - - - - - - MWB Brc 0.05 11.41 -0 29 -0.05 1138 MWB Brc - - - - - - EB> Brc 0.58 -26.34 -33,43 -0.06 -0.58 -28.53 -36.42 <EB Brc 0.17 0.01 34.01 -0.89 -0.17 0.02 36.42 SMS Frm 1 6.54 21.67 1 38.54 -6.54 21.67 tium of Forees with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 17.5 17.1 File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM - - Page: 110 of 16 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 ASLA 0.0 0.0 19.6 19.6 AASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US1 0.0 0.0 31.8 31.8 W1> 13.5 13.5 60.9 60.9 <W 1 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 4.4 4.4 WB1> 0.0 0.0 0.0 275 <WB1 0.0 0.0 0.0 27.3 WB2> 0.0 0.0 0.0 27.8 <WB2 0.0 0.0 0.0 27.6 WB3> 0.0 0.0 0.0 28.1 <WB3 0.0 0.0 0.0 28.0 WB4> 0.0 0.0 0.0 28.1 <WB4 0.0 0.0 0.0 27.9 MWB 0.0 0.0 0.0 22.7 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 22.5 MW13 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 69.9 <EB 0.0 00 0.0 69.5 SMS 0.0 0.0 81.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural anal sis- X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case it (k) (k) (k) (k) (k) On-k) in-k) 0/0/0 9-A 22.25 43 24.92 42 46.09 93 0.02 103 56.22 94 68.07 103 - - - - 65/6/0 9-13 - - - - - - - - 12.86 20 49.96 5 - 131/0/0 9-C 23.80 41 21.13 44 49.93 93 0.04 103 1 61.44 94 72.29 103 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter age&pitch standards are based on ACI-318 A .x D criteria for"cast-in-pi cc"anchor rods Min s ace=4*drod) X-Loc Grid Mem Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in.) (in.) (in. Rods (in.) (in.) (in.) Type Flange Web 0/0/0 1 9-A 1 0.500 9 13 No 4 1.250 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 9-13 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 9-C 14 0.500 12 13 No 4 1.500 6.0 6.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum BracingfWA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k) Case (k) k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 24.76 14.00 42 1.51 1 -56.21 94 2.42 68.03 103 46.09 -56.21 1 1.51 1 94 File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Bullar Monu/aeturinp 17-017737 Calculations Package Time:04:30 PM -""M" "` Page: I I I of 169 I65/6/0 0.28 I 13.28 142 0.03 I -12.85 1 19 94 I 2.0.073 I 702.41 1103I 49.93 I -61.41 I 1.50 I 94 I 131/0/0 I 23 63 14 16 41 1 50 -61 41 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load I Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case I Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.720 94 0.526 94 0.907 94 - 0 0.526 103 0.925 94 0.572 103 0.786 103 0.775 42 65/6/0 0.012 42 0.334 19 0.334 19 0 0.343 5 0.114 19 0.357 5 0.483 5 0.212 5 131/0/0 0.541 94 0.399 94 0.527 94 0 0.420 103 0.811 94 0.856 103 0.836 103 0.739 41 Web Stiffener Smnmary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) I (in.) in.) I (in.) Description 1 I S5 18.94 39.477 210.54 N/A N/A 0.3750 6.000 Far F-BS-0.1875,W-BS-0.1875 2 1 S 11 Alternate Web Thick.= 02500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 2 2 S9 687 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 4 1 S5 9.01 42.021 168.08 N/A N/A 0.3750 6.000 Near F-BS-0.I 875,W-BS-0.1875 7 1 S1 6.26 28.941 154.35 225 65,03 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 7 2 S2 9.99 31.746 169.31 N/A N/A 0 1875 2000 Both F-BS-0.I 875,W-OS-0.I 250,F-OS-0.1250 1 S1 3.95 28.790 153.55 150 43.13 0.1875 2000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 11 I S5 0.99 42.021 168.08 N/A N/A 0.3750 6.000 Far F-BS-0.I875,W-BS-0.1875 13 1 S11 Alternate Web Thick: 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 13 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.I 250,F-OS-0.1875 14 1 SS 1 18.94 1 39.474 1 210.53 1 N/A N/A 1 0.3750 1 6.000 Near F-BS-0.I 875,W-BS-0.1875 Bolted End-Plate Connections Plate F�y-=55.00 ksi End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration I Pitches Ist/2nd Configuration Pitches Isd2nd No. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.) 2 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 1 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 4 2 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 5 1 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 6 2 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 13 2 KN(Face) 0.625 8.00 57.75 0 750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 15 1 2 1 CP 1 0.500 1 12 00 1 11.00 1 0.500 1 A325/- 1 3.00 1 11 1 Flush 1 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren h Strength Ratios Mem it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No No. Cs (k) (k) (in-k) Proc. Tension Shear Bendin Yieldin Rupture Tearing Weld Weld 2 2 46 -6.2 13.3 5745.3 AISC DG-16/Thin plate 0.862 0.109 0.893 0.640 0,946 0.052 0.945 0.959 3 1 46 -6.2 13.3 5745.3 AISC DG-16/Thin plate 0.862 0.109 0.893 0.640 0.946 0.052 0.902 0.95 4 2 102 -1.9 3,0 1225.3 AISC DG-16/Thin plate 0.478 0.040 0.814 0.647 0.957 0.039 0.959 0.95 5 1 102 -1.9 3.0 1225.3 AISC DG-16/Thin plate 0.478 0.040 0.814 0.647 0.957 0.039 0.959 0.95 6 2 7 -3.6 5.9 621.1 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.71 7 1 7 -3.6 5.9 621.1 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 8 2 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 9 1 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 10 2 100 -2.3 3.1 1237.1 AISC DG-16/Thin plate 0 479 0.042 0.817 0.647 0.957 0.041 0.959 0.959 11 1 100 -2.3 3.1 1237.1 AISC DG-16/Thin plate 0.479 0.042 0.817 0.647 0.957 0.041 0.959 0.959 12 2 45 -7.5 13.5 5824.1 AISC DG-16/Thin plate 0.870 0.110 0.893 0.645 0.954 0.052 0.910 0.959 13 2 45 7.5 13.5 5824.1 AISC DG-16/Thin late 0.870 0.110 0.893 0.645 0.954 0.052 0.953 0.959 Inside Flan e Required Stren h Stren Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k (k) (in-k) Proc. Tension Shear Bending I Yielding Rupture I Tearing Weld I Weld File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM "" Page: 112 of 169 2 2 47 3.1 5.8 5118,2 AISC DG-16/Thin plate 0.803 0.047 0.831 0.595 0.881 0.022 0.880 0.959 3 1 47 3.1 5.8 5118.2 AISC DG-16/Thin plate 0.803 0.047 0.831 0.595 0.881 0.022 0.980 0.959 4 2 37 -0.7 1.2 1794.6 AISC DG-16/Thin plate 0.383 0.010 0.967 0.647 0.957 0.008 0.959 0.959 5 1 37 -0.7 1.2 1794.6 AISC DG-16/Thin plate 0.383 0.010 0.967 0.647 0.957 0.008 0.959 0.959 6 2 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0,367 0.182 0.935 0.000 0.000 0.174 0.959 0.719 7 1 8 -2.4 13A 548.8 AISC DG-16/Thin plate 0.367 0.182 0.935 0.000 0.000 0.174 0.959 0.719 8 2 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.902 0.000 0.000 0.170 0.959 0.719 9 1 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.902 0.000 0.000 0.170 0.959 0.719 10 2 38 -0.3 1.2 1811.5 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 11 1 38 -0.3 1.2 1811.5 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 12 2 48 4.3 6.0 5197.0 AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.858 0.959 13 1 2 148 1 4.3 6. 5197.01 AISC DG-16/Thin plate 1 0.8201 0.0491 0.842 0.608 0.899 0.023 0.899 0.95 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. it. Ld I Axial I Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k) (k) Cs (k) (k) Tension Shear V+T Bendin Yielding Bearin Weld Weld 15 1 2 1 41 1 -13.01 0.1 19 1 0.0 0.4041 0.0051 0.0001 0.0961 0.0521 0.0011 0.459J 0.004 Flan a Brace Summary Member I From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 19/0/0 19/0/0 GFB3011 1.462 98 2 3/0/0 23/0/0 (2)GFB5006 0.795 98 3 0110/5 60/10/4 (2)GFB5067 0.514 0 4 3/11/9 46/l/O GFB5045 0.574 102 4 8/11/9 41/l/O GFB5006 0.552 5 5 8/11/9 31/l/0 GFB4041 0.572 5 6 3/11/9 16/l/0 GFB3116 0.300 8 7 3/11/9 6/l/0 GFB2087 0.963 7 7 8/11/9 1/1/0 (2)GFB3077 0.739 6 8 1/0/7 ]/1/0 (2)GFB3077 0.739 5 9 1/0/7 11/l/0 GFB2087 0.492 7 10 1/0/7 21/l/O GFB4041 0.476 7 10 11/0/7 31/l/0 GFB4041 0.572 6 11 1/0/7 4111/0 GFB5006 0.560 100 12 6/0/7 56/l/O GFB5067 0.845 100 12 10/9/12 60/10/4 (2)GFB5067 0.519 96 13 3/0/0 23/0/0 (2)GFB5006 0.796 96 14 1 19/0/0 1 19/0/0 1 GFB3011 1.513 96 Frame Desi n Member Summary-Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint I ) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No ft I in. Flexure k k in-k I in-k k k in-k in-k Flexure 1 19.04 40.50 98 -21.0 -2106.3 0.0 1232 4043.7 539.5 0.61 1 20.04 42.00 6 -6.8 13.0 0.52 2 7.09 42.00 98 -15.3 -2587.0 0.0 301.7 6430.6 539.9 0.43 2 5.50 42.00 6 -8.5 13.0 0.65 3 2.49 52.00 98 4.0 -2525.1 0.0 108.1 4065.9 3972 0.64 3 1.62 52.00 6 24.3 24.9 0.98 4 0.00 52.00 102 -2.0 -1610.0 0.0 86.5 2906.9 318.0 0.57 4 0.00 52.00 6 14.4 24.6 0.58 5 8.96 42.00 5 -8A 2241-7 0.0 83.7 5094.8 308.9 0.49 5 20.00 42.00 5 -9.5 13.0 0.73 6 0.00 42.00 62 T4 -787.9 0.0 355.8 1167.6 116.0 0.69 6 6.48 31.01 5 -15.1 17.3 0.87 7 9.92 32.37 6 -7.6 -2604.7 0.0 152.5 2799.7 163.9 0.96 7 3.97 27.95 5 -20.2 19.6 1.03 8 0.95 31.67 5 -7.7 -2326.5 0.0 81.8 2531.8 163.7 0.97 8 5.95 27.95 6 20.2 19.6 1.03 9 10.03 42.00 7 -3.3 1740.7 0.0 85.9 2763.4 11&0 0.65 9 3.55 31.01 6 15.1 IT3 0.87 10 11.04 42.00 6 -8.4 2241.9 0.0 160.4 4898.7 308.9 0.48 10 0.00 42.00 6 9.5 13.0 0.73 File: 17-01773 7 Version: 2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 113 of 169 11 10.01 52.00 100 -2.5 -1623.9 0.0 83.9 2844.5 318-0 0.59 11 10.01 52.00 5 -14.4 24.6 058 12 6.04 52.00 100 -2. -1891.4 0.0 104.8 3547.0 397.2 0.54 12 11.68 52.00 5 -24.3 24.9 0.98 13 7.08 42.00 96 -15. -2611.3 0.0 301.7 6430.6 539.9 0.43 13 5.50 42.00 5 8.5 13.0 0LO.52 65 14 19.04 40.50 96 -21.7 -2081.3 0.0 123.2 4078.4 539.5 0.60 14 20.04 42.00 5 6.8 13.0 15 27.13 10.00 5 -50.0 0.0 0. 617 535.8 472 5 0.8115 27.13 10.00 41 0.0 32.6 Parameters Used for Axial and Flexural Desi n Mem. Loc. Lx Ly/Lt Lb Ag Afn I Ixx Iyy I Sx Sy Zx I Zy J Cw Cb Rpg Rpc I Qs Qa No. ft in. in. in. m.2 in.2 in 4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.04 325,51 228.4 228.4 15.41 400 4163 13 42.69 205.59 10.61 233.14 16.35 0.75 17075.3 1.51 0.95 1.00 1.00 0.62 5 2 7.09 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.6 244.8C 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 3 2.49 739.63 177.3 177.3 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.29 1.00 1.00 1.00 0.68 7 4 0.00 739.63 177.3 177.3 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0,77 11979.1 1.15 1.00 1.00 1.00 0.67 6 5 8.96 739.63 180.1 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1,15 0.89 1.00 1.00 0.68 6 0.00 739.63 180.1 180.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.17 1.00 1.00 0.84 1.00 7 9.92 739.63 22.9 22.9 9.68 1.88 1454.10 7.83 89.83 3.13 106.87 4.97 0.25 2004.27 1.03 0.94 1.00 1.00 0.56 8 0.95 739.63 120.1 120.1 9.55 1.88 1379.64 7.83 8T 14 3.13 103.47 4.96 0.24 1916.46 1.81 0.96 1.00 1.00 0.69 9 10.03 739.63 120.3 60.1 10.78 1.50 2424.08 902 115.43 3.01 143.36 4.86 0.15 3931.83 1.25 0.85 1.00 0.84 0.54 10 11.04 739.63 120.0 60.0 13.69 3.00 3660.39 18.02 17430 6.01 203,30 9.36 0.59 7759.82 1.04 0.89 1.00 1.00 0.60 11 10.01 739.63 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.16 1.00 1.00 1.00 0.68 6 12 604 739.63 180.1 180.1 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 L16 1.00 1.00 1.00 0.52 7 13 708 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.8 16.36 0.7, 18380.3 1.04 0.91 1.00 1.00 0.61 7 14 19.04 325.51 228.4 228.4 15.41 4.00 4162.62 42.69 205.5 10.67 233.12 16.35 0.75 17073.4 1.53 0.95 1.00 1.00 0.62 6 15 27.13 406.86 390.7 390.7 9.02 3.75 184.63 62.50 36.93 12.5 39.61 18.81 0.37 1447.59 1.00 1.00 1.07 0.90 1.0 Deflection Load Combinations-Framin No. Origin Factor IDefH DefVl Application Description 1 System 1.000 0 180 1.0 L IL 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 142 Wl> Wl> 4 System 1.000 100 180 142<W 1 <W1 5 System 1.000 100 180 142 W2> W2> 6 System 1.000 100 180 .42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- ]0 1 System 1 1.000 1 50 1 0 P.0<E+3.0 EG- <E+EG- Controlling Frame Deflection Ratios for Cross Section:9 Description Ratio Deflection(in.) Member Joint Load Case Load Case Description Max.Horizontal Deflection (H/49) -7.076 2 2 10 <E+EG- Max.Vertical Deflection for Span 1 (L/1113) -0.679 5 1 2 SMS Max.Vertical Deflection for Span 2 (L/1113 -0.670 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 10.738(k/in) Fundamental Period(calculated)(T): 1.050(see.) Design Story Drift:3.878(in.) Seismic Drift Ratio:0.559(OK) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 1 l4 of 169 Wall: 4, Frame at: 151/0/0 Frame Cross Section:8 4((D 51-0, /(1 4 5L% LL m m m m LL NN LL m m m m LL LL LL LL LL LL N C:� t 0 (D N 2)GFB (2)GFB GFB GFG Y t X Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 1'-l" 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members l(CX013)and 13(CX014): 122'-6 13/16" Horiz.Clearance between members 1(CX013)and 14(CX014): 122'-7" Horiz.Clearance between members 2(CX013)and 13(CX014): 122'-6 5/8" Horiz.Clearance between members 2(CX013)and 14(CX014):122'-6 13/16" Vert.Clearance at member 2(CX013):26-10 3/16" Vert.Clearance at member 13(CX014):26-10 3/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM -�'" Page: 115 of 169 Frame Location Design Parameters: Location Avg.Bay Space I Description Angle Group Trib.Override Design Status 1511010 25/0/0 MRF Frame 90.0000 Stress Check Design Load Combinations-Framin No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASLA D+CG+ASLA 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+AASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0D+I.0CG+1.0USI* D+CG+US1* 8 System 1.000 1.0 D+1.0 CG+1.0*US I D+CG+*US 1 9 System 1.000 1.0D+I.0CG+0,6W1> D+CG+Wl> 10 System 1,000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1,000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 .6 MW MW-Wall: 1 16 System 1.000 .6 MW MW-Wall:2 17 System 1.000 .6 MW MW-Wall:3 18 System 1.000 .6 MW MW-Wall:4 19 System 1.000 .6D+0.6CU+0.6W1> D+CU+WI> 20 System 1.000 .6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 .6 D+0:6 CU+0.6 W2> D+CU+W2> 22 System 1.000 .6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 .6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 .6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 I.0D+I.0CG+0.75L+0.45W1> D+CG+L+Wl> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W 1 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1,000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 I.0D+I.0CG+0.75S+0.45W1> D+CG+S+W1> 32 System 1.000 I.0D+I.0CG+0.75S+0.45<W1 D+CG+S+<W1 33 System 1,000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1,0 D+1.0 CG+2.45 E>+0.7 EG+ +CG+E>+EG+ 46 OMF Connection 1.000 1,0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0,6 D+0.6 CU+2.45 E>+0.7 EG- +CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- 49 System Derived 1.000 1.0D+I.0CG+0.6 WPR+0.6WB1> D+CG+WPR+WB1> 50 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6WB1> D+CU+WPR+WB1> 51 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB 1> D+CG+L+WPR+WB 1> 52 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB l> D+CG+S+WPR+WB 1> 53 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<WB 1 D+CG+WPR+<WB 1 54 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6<WB1 D+CU+WPR+<WB1 55 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<WB 1 D+CG+L+WPR+<WB 1 56 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<WB I D+CG+S+WPR+<WB 1 57 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB2> D+CG+WPR+WB2> 58 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB2> D+CU+WPR+WB2> 59 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB2> +CG+L+WPR+WB2> 60 System Derived 1.000 1.0 D+1.0 CG+0,75 S+0.45 WPR+0.45 WB2> +CG+S+WPR+WB2> File: 17-017737 Version:2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM "" "" Page: 116 of 169 61 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<W132 D+CG+WPR+<WB2 62 System Derived 1.000 DA D+0.6 CU+0.6 WPR+0.6<WB2 D+CU+WPR+<WB2 63 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<WB2 D+CG+L+WPR+<WB2 64 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<WB2 D+CG+S+WPR+<W132 65 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+WB3> 66 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+WB3> 67 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB3> D+CG+L+WPL+WB3> 68 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+WB3> 69 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<WB3 D+CG+WPL+<WB3 70 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 71 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<W133 D+CG+L+WPL+<WB3 72 System Derived 1,000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<WB3 73 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB4> D+CG+WPL+WB4> 74 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB4> D+CU+WPL+WB4> 75 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB4> D+CG+L+WPL+WB4> 76 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB4> D+CG+S+WPL+WB4> 77 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<WB4 D+CG+WPL+<WB4 78 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<W134 D+CU+WPL+<W134 79 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<W134 D+CG+L+WPL+<WB4 80 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<W134 D+CG+S+WPL+<WB4 81 System Derived 1,000 .6 MWB MWB-Wall: 1 82 System Derived 1.000 .6 MWB MWB-Wall:2 83 System Derived 1.000 .6 MWB MWB-Wall:3 84 System Derived 1.000 .6 MWB MWB-Wall:4 85 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 86 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273 EB> D+CG+E>+EG++EB> 87 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 88 System Derived 1,000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273 EB> D+CG+<E+EG++EB> 89 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 EB> D+CU+E>+EG-+EB> 90 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273 EB> D+CU+E>+EG-+EB> 91 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91 EB> D+CU+<E+EG-+EB> 92 System Derived 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG-+0.273 EB> D+CU+<E+EG-+EB> 93 Special 1.000 10 D+1.0 CG+1.75 EB>+0.7 EG+ D+CG+EB>+EG+ 94 Special 1.000 0.6 D+0.6 CU+1.75 EB>+0.7 EG- D+CU+EB>+EG- 95 System Derived 1.000 1 0 D+1.0 CG+0.273 E>+0.7 EG++0.91<EB D+CG+E>+EG++<EB 96 System Derived 1.000 1 0 D+1.0 CG+0.91 E>+0.7 EG++0.273<EB D+CG+E>+EG++<EB 97 System Derived 1,000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91<EB D+CG+<E+EG++<EB 98 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273<EB D+CG+<E+EG++<EB 99 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91<EB D+CU+E>+EG-+<EB 100 System Derived 1.000 .6 D+0.6 CU+0.91 E>+0.7 EG-+0.273<EB D+CU+E>+EG-+<EB 101 System Derived 1.000 .6 D+0.6 CU+0.273<E+0.7 EG-+0.91<EB D+CU+<E+EG-+<EB 102 System Derived 1.000 .6 D+0.6 CU+0.91<E+0.7 EG-+0.273<EB D+CU+<E+EG-+<EB 103 Special 1.000 1.6 .0 D+1.0 CG+1.75<EB+0.7 EG+ D+CG+<EB+EG+ 104 Special 1.000 D+0.6 CU+1.75<EB+0.7 EG- D+CU+<EB+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) in. (in.) (in.) UO ) ksi) (ksi) Rt.l R.2 1 8.00 0.5000 0.1875 12.00 42.00 20.00 893.5 55.00 55.00 BP SS 3P 2 800 0.5000 0.1875 42.00 42.00 11.21 670.9 55.00 55.00 SS KN 3P 3 600 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 KN SS 3P 4 600 0.5000 0.2500 52.00 42.00 10.00 6244 55.00 55.00 SS SP 3P 5 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 25.00 10.00 330.4 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32.37 10.00 320.8 55.00 55.00 SP SS 3P 8 5.00 0.3750 01875 32.37 25.00 10.00 320.8 55.00 55.00 SS SP 3P 9 6.00 0.2500 0.1875 25.00 42.00 10.00 330.4 55.00 55.00 SP SS 3P 10 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SS SP 3P 11 6.00 0.5000 0.2500 42.00 52.00 10.00 624.4 55.00 55.00 SP SS 3P 12 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.1875 42.00 42.00 11.21 670.8 55.00 55.00 SS KN 3P 14 8.00 0.5000 0.1875 12.00 42.00 20.00 899.1 55.00 55.00 BP SS 3P 15 1 10.00 0.3750 1 0.1644 10.00 10.00 1 32.56 1 1034.2 55.00 1 55.00 BP CP 3P Total Frame Weight=10359.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B]ueScope Buildings North America, Inc. I Date: 8/29/2017 SUTLER butler Manufacturing 17-017737 Calculations Package Time:04:30 PM " '" Page: 117 of 169 i3oundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X(in) Displacement Y(in,) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:8 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl-Grid2 8-A 8-13 8-C Base Plate W x L(in.) 9 X 13 12 X 11 12 X 13 Base Plate Thickness(in.) 0.500 0.500 0.500 Anchor Rod Qty/Diam. (in.) 4-1.250 4-0.750 4-1.500 Column Base Elev. 100'-0" 1 100'-W, 100'-0" Load Type Desc. Hx Hz Vy Hx VY Hx Hz I V D Frm 118 5.16 - 6.80 -1.18 - 5.16 CG Frm 0.78 2.60 - 4.62 -0.78 2.60 L> Frm 3.14 1040 - 18.50 -3.14 10.40 <L Frm 3.14 10.40 - 18.50 -3.14 10.40 ASLA Frm 1.57 0,20 - 9.25 -1.57 10.21 AASL Frm 1.57 10.21 - 9.25 -1.57 0.20 SMS> Frm 6.54 21.67 - 38.54 -6.54 21.67 <SMS Frm 6.54 21.67 - 38.54 -6.54 - 21.67 US1* Frm 2.34 - 3.10 - 17.35 -2.34 - 11.36 *US1 Frm 2.34 - 11.36 - 17.35 -2.34 - 3.10 W1> Frm -10.66 -21.41 - -28.23 -2.88 - -11.30 <WI Frm 2.88 -11.30 - -28.23 10.66 - -21.41 W2> Frm -11.06 - -12.58 - -15.00 -2.48 - -2.47 <W2 Frm 2.48 - -2.47 - -15.00 11.06 - -12.58 WPL Frm -0.27 - -14.01 - -26.39 -0.58 - -20.55 WPR Fnn 0.58 - -20.55 - -26.39 0.27 -14.01 MW Frm - - - - MW Frm 4.34 - 2.35 -1.18 9.23 -1.18 MW Frm - - - - - - MW Frm -9.23 - -1.18 -1.17 -4 34 2.35 CU Frm - - - - - - L Frm 3.14 - 10.40 18.50 -3.14 10.40 S Frm 3.11 - 10.31 18.34 -3.11 10.31 - E> Frm -12.98 - -3.08 - -0.09 -12.34 3.18 - EG+ Frm 0.35 - 1.15 - 2.05 -0.35 - 1.15 - <E Frm 12.98 - 3.08 0.09 12.34 - -3.18 - EG- Frm -0.35 - -1.15 -2.05 0.35 - -1.15 - WB1> Brc 0.06 - 14.39 -0.35 -0.06 - 13.43 - <WB1 Brc 0.22 10.78 -14.29 -0.02 -0.22 9.92 -13.03 - WB2> Brc 0.06 - 14.55 -0.35 -0.06 - 13.58 - <WB2 Brc 0.22 10.77 -14.44 -0.02 -0.22 9.92 -13.17 - WB3> Brc 0.06 - 13.67 -0.35 -0.06 - 14.79 - <WB3 Brc 0.22 9.94 -13.47 - -0.01 -0.22 10.76 -14.47 - WB4> Brc 0.06 - 13.68 -0.35 -0.06 - 14.79 <WB4 Brc 0.22 9.94 -13.46 -0.01 -0.22 10.76 -14.47 MWB Brc 0.05 - 11.51 -0.29 -0.05 - 11.51 MWB Brc - - - - - - - MWB Brc 0.18 8.76 -11.28 -0.01 -0.18 8.74 -11.21 MWB Brc - - - - - - EB> Brc 0.16 - 33.97 - -0.88 -0.16 -0.02 36.81 <EB Brc 0.54 25.50 -33.61 - -0.03 -0.54 27.48 -35.89 SMS I Frm 1 6.54 21.67 38.54 -6.54 1 - 21.67 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) k) (k) D 0.0 0.0 17.5 17.1 File: 17-017737 Version:2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 B[/TtER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM " Page: 118 of 169 CG 0.0 0.0 9.8 9.8 L> 00 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US1 00 0.0 318 31.8 Wl> 13 f 13.5 60.9 60.9 <W 1 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 4.4 4.4 WB1> 0.0 0.0 0.0 27.5 <W131 0.0 0.0 0.0 27.3 WB2> 0.0 0.0 0.0 27.8 <WB2 0.0 0.0 0.0 27.6 WB3> 0.0 0.0 0.0 28.1 <WB3 0.0 0.0 0.0 28.0 WB4> 0.0 0.0 0.0 28.1 <WB4 0.0 0.0 0.0 27.9 MWB 0.0 0.0 0.0 22.7 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 22.5 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 69.9 <EB 0.0 0.0 0.0 695 SMS 1 0.0 0.0 1 81.9 1 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analvsis X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 8-A 22.25 43 2492 42 - - 44.63 103 56.54 104 68.02 93 65/6/0 8-B - - - - 12.86 20 49.96 5 131/0/0 8-C 23.80 41 21.13 44 0.03 93 4810 103 60.52 104 72.99 93 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Craae&Pitch standards are based on ACI-318 Appendix D criteria for"cast-in-pi cc"anchor rods(Min s ace=4*drod) X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. (in.) (in.) (in.) Rods (in.) (in.) (in.) Tye Flange Web 0/0/0 8-A 1 0.500 9 13 No 4 1.250 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 8-13 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 8-C 14 0.500 12 13 No 4 1.500 6.0 6.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum B cingfWA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 24.76 14.00 42 1.46 -56.50 104 2.40 1 67.98 93 44.63 -56.50 1 1.46 104 File: 17-01773 7 Version: 2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTL Ef7 BUNer Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM """e1B1""`�"w Z--- Page: 119 of 169 65/6/0 0.28 I 13 28 42 0 03 12 85 19 0.01 I 50.03 I 5 I I 60.49 I 1.47 I 104 131/0/0 I 23.63 14 16 41 147 -60 49 ]04 I 2.71 73.10 93 48.10 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Cone. Load Plate Load Plate Load Flange Load Web Load Shear Case I Tension Case V+T Case Bending Case I Bearin Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.697 104 0.529 104 0.878 104 - 0 0.526 93 0.930 104 0.571 93 0.785 93 0.775 42 65/6/0 0.012 42 0.334 19 0.334 19 - 0 0.343 5 0.114 19 0.357 5 0A83 5 0.212 5 131/0/0 0.522 104 0,393 104 0.506 104 0 0.424 93 0.798 104 0.865 93 0.844 93 0.739 41 Web Stiffener Summan' Mem Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No (ft) in.) I (in. in.) (in.) Description 1 1 S5 18.94 39.477 210,54 N/A N/A 0.3750 6.000 Near F-BS-0.1875,W-BS-0.1875 2 1 S11 Alternate Web Thick= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 2 2 S9 687 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 4 1 S5 9.01 42.021 168.08 N/A N/A 0.3750 6.000 Far F-BS-0.1875,W-BS-0.1875 7 1 S1 6-26 28.941 154.35 2.25 65,03 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 7 2 S2 9.99 31.746 169.31 N/A N/A 0.1875 2.000 Both F-BS-0.I 875,W-OS-0.I 250,F-OS-0.1 250 8 1 S 1 3.95 28.790 153.55 1.50 43.13 0,1875 2.000 Opposite F-OS-0,1875,W-OS-0.1875 Fillet 11 1 S5 0.99 42.021 168.08 N/A N/A 0.3750 6.000 Near F-BS-0.I 875,W-BS-0.1875 13 1 S11 Alternate Web Thick: 02500 0,5000 3.500 Opposite W-OS-0.1250 Fillet 13 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 14 1 SS 1 18.94 1 39.474 1 210.53 1 N/A N/A 1 0.3750 6.000 Far F-BS-0,1875,W-BS-0.1875 Bolted End-Plate Connections(Plate Fv a 55.00 ksii End-Plate Dimensions Bolt Outside Flange Inside Flange Mem, Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Con figuration Pitches Ist/2nd No. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.) 2 2 KN(Face) 0.625 8.00 57,75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 1 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 4 2 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 5 1 SP 0 375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 6 2 SP 0 375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 13 2 KN(Face) 0.625 8.00 57.75 0 750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 15 2 1 CP 1 0.500 1 12.00 1 11.00 0 500 A325/- 1 3.00 1 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Strength Strength Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. I Cs (k) k) (in-k) Proc. Tension I Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -6.3 13.3 5746.7 AISC DG-16/Thin plate 0.863 0.109 0,893 0.640 0.946 0.052 0.946 0.959 3 1 46 -6.3 13.3 5746.7 AISC DG-16/Thin plate 0.863 0.109 0.893 0.640 0,946 0.052 0.903 0.959 4 2 192 -1.9 3.0 1224.4 AISC DG-16/Thin plate 0.477 0.040 0.814 0.647 0.957 0.039 0.959 0.95 5 1 92 -1.9 3.0 1224.4 AISC DG-16/Thin plate 0,477 0.040 0.814 0.647 0.951 0.039 0.959 0.959 6 2 7 -3.6 5.9 621.1 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 7 1 7 -3.6 5.9 621.1 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 8 2 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0,071 0.959 0.719 9 1 8 -42 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 10 2 90 -2.3 3.1 1236.2 AISC DG-16/Thin plate 0.479 0.042 0.817 0.647 0.957 0.041 0.959 0.959 11 1 90 -2.3 3.1 1236.2 AISC DG-16/Thin plate 0.479 0.042 0.817 0.647 0.957 0.041 0.959 0.959 12 2 45 -7.5 13.5 5825.5 AISC DG-16/Thin plate 0.870 0.11 0.894 0.645 0.954 0.052 0.91 0.959 13 2 45 -7.5 13.5 5825.5 AISC DG-16/Thin late 0.870 0.11 0.894 0.645 0.954 0.052 0.954 0.959 Inside Flange Required Strength Strength Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k) (k) (in-k) Proc. Tension Shear Bendin Yielding Rupture Tearin Weld Weld File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 Bur�R utler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM " pB Page: 120 of 169 2 2 47 3.1 3.8 5119.6 AISC DG-16/Thin plate 0.803 0.047 0.831 0.596 0.881 0.022 0,880 0.959 3 1 47 3.1 5.8 5119.6 AISC DG-16/Thin plate 0.803 0.047 0.831 0.596 0.881 0.022 0.980 0.959 4 2 37 -0.7 1 2 1794.3 AISC DG-16/Thin plate 0.383 0.010 0.967 0.647 0.957 0.008 0.959 0.959 5 1 37 -0.7 1.2 1794.3 AISC DG-16/Thin plate 0.383 0.010 0.967 0.647 0.957 0.008 0.959 0.959 6 2 8 2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.934 0.000 0.000 0.174 0.959 0.719 7 1 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.934 0.000 0.000 0.174 0.959 0.719 8 2 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.35E 0.178 0.903 0.000 0.000 0.170 0.959 0.719 9 1 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 10 2 38 -0.3 1.2 1810.9 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 11 1 38 -0.3 L2 1810.9 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 12 2 48 4.3 6.0 5198A AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.858 0.959 13 1 2 148 1 4.31 6.01 5198.41 AISC DG-16/Thin plate 1 0.820 0,0491 0.8421 0.608 0.899 0.023 0.899 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. it. Ld Axial Shear Ld I Axial Shear Bolt Bolt Bolt Plate I Flange I Flange Flange Web No. No. Cs (k) I (k) Cs (k) (k) Tension Shear I V+T I Bending Yieldin.1 Bearing Weld Weld 15 1 2 41 -13.01 0.11 19 12. 0.0 0 404 0.0( 0.0001 00961 0.0521 0.0011 0.458 0.004 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 19/0/0 19/0/0 GFB3011 1.525 88 2 3/0/0 23/0/0 (2)GFB5006 0.795 88 3 011015 60/10/4 (2)GFB5067 0.514 0 4 3/11/9 46/l/O GFB5045 0.574 92 4 8/11/9 41/l/O GFB5006 0.552 5 5 8/11/9 31/l/O GFB4041 0.571 5 6 3/11/9 16/l/O GFB3116 0.300 8 7 3/11/9 6/1/0 GFB2087 0.963 7 7 8/11/9 1/1/0 (2)GFB3077 0.739 6 8 1/0/7 1/1/0 (2)GFB3077 0.739 5 9 1/0/7 11/l/0 GFB2087 0.492 7 10 1/0/7 21/l/O GFB4041 0.476 7 10 11/0/7 31/l/O GFB4041 0.572 6 11 1/0/7 41/l/O GFB5006 0.560 90 12 6/0/7 56/l/O GFB5067 0.845 90 12 10/9/12 60/10/4 (2)GFB5067 0.519 86 13 3/0/0 23/0/0 (2)GFB5006 0.796 86 14 19/0/0 1 19/0/0 GFB3011 1.444 86 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mex Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 19.04 40.50 88 -21.0 -2109.3 0.0 123.2 4047.5 539.5 0.61 1 20.04 42.00 6 -6.8 13.0 0.52 2 7.09 42.00 88 -15.2 -2589.9 0.0 301.7 6430.6 539.9 0.43 2 5.50 42.00 6 -8.5 13.0 0.65 3 2.49 52.00 88 -4.0 -2524.E 0.0 108,1 4066.1 397.2 0.64 3 1.62 52.00 6 24.3 24.9 0.98 4 0.00 52.00 92 -2.0 -1608.9 0.0 86.5 2907.0 318.0 0.56 4 0.00 52.00 6 14.4 24.6 0.58 5 8.96 42.00 5 -8.4 2241.7 0.0 83.7 5094.8 308.9 0.49 5 20.00 42.00 5 -9.5 13.0 0.73 6 0.00 42.00 58 7.4 -787.7 0.0 355.8 1167.5 116.0 0.69 6 6.48 31.01 5 -15.1 173 0.87 7 9.92 32.37 6 -7.6 -2604.7 0.0 152.5 2799.7 163.9 0.96 7 3.97 27.93 5 -202 19.6 1.03 8 0.95 31.67 5 -7.7 -2326.5 0.0 81.8 2531.8 163.7 0.97 8 5.95 27'95 6 20.2 19.6 1.03 9 10.03 42.00 7 -3.3 1740.7 0. 85.9 2763.4 116.0 0.65 9 3.55 31.01 6 15.1 17.3 0.87 10 11.04 42.00 6 -8.4 2241.7 0.0 160.4 4898.8 308.9 0.48 10 0.00 42.00 6 9.5 13.0 0.73 File: 17-017737 Version:2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. I Date: 8/29/2017 BUTLER Butler Manuraeturing 1 7-01 773 7 Calculations Package Time:04:30 PM "� '" Page: 121 of 169 11 10.01 52.00 90 -2.5 -1622.9 0.0 83.9 2844.5 318.0 0.59 11 10.01 52.00 5 -14A 24.6 058 12 6.04 52.00 90 -2.4 -1890 2 0.0 104.8 3547.1 397.2 0.54 12 11.68 52.00 5 -24.3 24,9 0.98 13 7.08 42.00 86 -15.5 -2613.3 0.0 301,7 6430.6 539.9 0.43 13 5.50 42.00 5 8.5 13.0 0.65 14 19.04 40.50 86 -21.8 -2083.6 0.0 123.2 4083.4 539.5 0.60 14 20.04 42.00 5 6.8 13.0 0.52 15 27.13 10.00 5 -50.0 0.0 0.0 61.7 535.8 472.5 0.81 15 27.13 10.00 1 41 1 0.0 32.6 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn lxx Iyy Sx Sy I Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft I in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.04 325.51 228.4 228.4 15.41 4.00 4163.13 42.69 205.59 10.67 233.14 16.35 0.75 17075.3 1.51 0.95 1.00 1.00 0.62 5 2 7.09 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 3 2.49 739.63 177.3 177.3 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.29 1.00 1.00 1.00 0.68 7 4 0.00 739.63 177.3 177.3 18.75 3.00 6742.06 18.07 259.31 602 317.06 9.80 0.77 11979.1 1.15 1.00 1.00 1.00 0.67 6 5 8.96 739.63 180.1 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.15 0.89 1.00 1-00 0.68 6 0.00 739.63 180.1 180.1 10.78 1.50 2424,08 9.02 11543 3.01 143.36 4.86 0.15 3931.83 1.17 1.00 1.00 0-84 1.00 7 9.92 739.63 22.9 22.9 9.68 1.88 1454.10 7.83 89.83 3.13 106.87 4.97 0.25 2004.27 1.03 0.94 1.00 1.00 0.56 8 0.95 739.63 120.1 120.1 9.55 1.88 1379.64 7.83 87.14 3.13 103.47 4.96 0.24 1916.46 1.81 0.96 1.00 1.00 0,69 9 10.03 739.63 120.3 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.25 0.85 1.00 0.84 0.54 10 11.04 739.63 120.0 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 2033C 9.36 0.59 7759.82 1.04 0.89 1.00 1.00 0.60 11 10.01 739.63 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.16 1.00 1.00 1.00 0.68 6 12 6.04 739.63 180.1 180.1 20.19 3.75 7672.22 2251 295.09 7.52 353,63 12.04 1.24 14890.1 1.16 1.00 1.00 1.00 0.52 7 13 7.08 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.8 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 14 19.04 325.51 228.4 228.4 15,41 4.00 4162.62 42.69 205.57 10.67 233.12 16.35 0.75 17073.4 1.53 0.95 1.00 1.0 0.62 6 15 27.13 406.86 390.7 390.7 9.02 3.75 184.63 6250 36.93 12.5 39.61 18.81 0.37 1447.59 1.00 1.00 1.07 0.90 1.00 Deflection Load Combinations-Franting No. Origin Factor Def H DefVj Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 W1> Wl> 4 System 1.000 100 180 0.42<W1 <Wl 5 System 1.000 100 180 OA2 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1,000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- ]0 1 System 1 1.000 50 1 0 3.0<E+3.0 EG- I<E+EG- Controlling Frame Deflection Ratios for Cross Section:8 Description Ratio Deflection(in.) Member Joint Load Case Load Case Description Max.Horizontal Deflection (H/49) -7.078 2 2 10 <E+EG- Max.Vertical Deflection for Span I (L/1113) -0.679 5 1 2 SMS Max.Vertical Deflection for Span 2 (L/1113) 0.679 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 10.732(k/in) Fundamental Period(calculated)(T): 1.050(sec.) Design Story Drift:3.880(in.) Seismic Drift Ratio:0.559(OK) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 122 of 169 Wall: 4, Frame at: 176/0/0 Frame Cross Section:7 65 5 1 Q 7 11 1" u u m m 00 m m LL m m IL N N u- lL com V_ m " m c? © 11 1 2)GFB (2)GFB El GFB GFB Y 1 x Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 P-l" 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX015)and 13(CX016): 122'-6 13/16" Horiz.Clearance between members 1(CX015)and 14(CX016): 122'-7" Horiz.Clearance between members 2(CX015)and 13(CX016):122'-6 5/8" Horiz.Clearance between members 2(CX015)and 14(CX016): 122'-6 13/16" Vert.Clearance at member 2(CX015):26'-10 3/16" Vert.Clearance at member 13(CX016):26'-10 3/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-01773 7 Version: 2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 123 of 169 Frame Location Design Parameters: Location Avg.Bay Space Description Angle Group Trib.Override Design Status 176/0/0 25/0/0 JIMRF Frame 90.0000 Stress Check Design Load Combinations-Framing No. Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0D+I.0CG+1.0US1* D+CG+USI* 8 System 1000 I.0D+I.0CG+1.0*US I D+CG+*USI 9 System 1000 1.0D+I.0CG+0.6W1> +CG+W1> 10 System 1 000 1.0 D+1.0 CG+0.6<W I D+CG+<W 1 11 System 1 000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL ID+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR ID+CG+WPR 15 System 1.000 16 MW MW-Wall: 1 16 System 1.000 16 MW IMW-Wall:2 17 System 1.000 16 MW IMW-Wall:3 18 System 1.000 16 MW MW-Wall:4 19 System 1.000 16D+0.6CU+0.6W1> D+CU+W1> 20 System 1.000 .6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 .6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 .6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 .6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 1.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1> D+CG+L+W 1> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W 1 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0D+I.0CG+0.75S+0.45W1> D+CG+S+W1> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0,75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1,000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 I.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- ID+CU+<E+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) in. in.) in.) in.) (ft) ( ) (ksi) (ksi) Rt.1 R.2 1 8.00 0.5000 0.1875 12.00 42.00 20.00 889.7 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 42.00 42.00 11.21 670.9 55.00 55.00 SS KN 3P 3 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 KN SS 3P 4 6.00 0.5000 0.2500 52.00 42.00 10.00 623.0 55.00 55.00 SS SP 3P 5 6.00 0.5000 0.1875 42.00 42.00 20.00 958.9 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 25.00 10.00 330.41 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32.37 10.00 320.81 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 32.37 25.00 10.00 320.81 55.00 55.00 SS SP 3P File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 aur�Era butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 124 of 169 9 6.00 0.2500 0.1875 25.00 42.00 10.00 330.4 55.00 55.00 SP SS 3P 10 6.00 0.5000 01875 42.00 42.00 20.00 958.9 55.00 55.00 SS SP 3P 11 6.00 0.5000 02500 42.00 52.00 10.00 623.0 55.00 55.00 SP SS 3P 12 6.00 06250 02500 52.00 52.00 14.91 859.6 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.1875 42.00 42.00 11.21 670.8 55.00 55.00 SS KN 3P 14 8.00 0.5000 01875 12.00 42.00 20.00 889.7 55.00 55.00 BP SS 3P 15 1 10.00 1 0.3750 1 0.1644 1 10.00 1 10.00 1 32.56 1 1034.21 55.00 55.00 BP CP 3P Total Frame Weight=10340.8 (p) (includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 1 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 00000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:7 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl-Grid2 7-A 7-13 7-C Base Plate W x L(in.) 9 X 13 12 X 11 9 X 13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Tye Desc. Hx Vy Hx Vv Hx V D Frm 1.18 5.16 - 6.80 -1.18 5.16 CG Frm 0.78 2.60 - 4.62 -0.78 2.60 L> Frm 3.14 10.40 18.50 -3.14 10.40 <L Frm 3.14 10.40 - 18.50 -3.14 10.40 ASLA Frm 1.5 0.19 - 9.25 -1.57 10.21 AASL Frm 1.5 10.21 9.25 -1.57 0.20 SMS> Frm 6.54 21.67 38.54 -6.54 21.67 <SMS Frm 6.54 21.67 38.54 -6.54 21.67 US 1* Frm 2.34 3.10 17.35 -2 34 11.36 *US1 Frm 2.34 11.36 17.35 -2.34 3.10 WI> Frm -10.66 -21.41 -28.23 -2.88 -11.30 - <Wl Frm 2.88 -11.30 -28.23 10.66 -21.41 - W2> Frm -11.06 -12.58 -15.00 -2.48 -2.47 <W2 Frm 2.48 -2.47 -15.00 11.06 -12.58 WPL Frm -0.27 -14.01 -26.39 -0.58 -20.55 WPR Frm 0.58 -20.55 -26.39 0.27 -14.01 MW Frm - - - - - MW Frm 434 2.35 -1.18 9.23 -1.18 MW Frm - - - - MW Frm -9.23 -1.18 -1.17 -4.34 2.35 CU Frm - - - - L Frm 3.14 10-40 18.50 -314 10.40 S Frm 3.11 10.31 18.34 -3-11 10.31 E> Frm -12.98 -3.08 -0.09 -12.34 3.18 EG+ Frm 0-35 1.15 2.05 -0.35 1.15 - <E Frm 12.98 3.08 0.09 12.34 -3.18 - EG- Frm -0.35 -1.15 - -2.05 0.35 -1.15 - SMS Frm 1 6.54 1 21.67 1 38.54 -6.54 21.67 Sum of forces with Reactions Check-Framiq Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 17.5 17.1 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 File: 17-017737 Version:2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM "' p1e1M Page: 125 of 169 ASL^ 0,0 0.0 19.6 19.6 ^ASL 0,0 0.0 19.6 19.7 SMS> 0,0 0.0 81.9 81.9 <SMS 0,0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *us1 0,0 0.0 31.8 31.8 W1> 13.5 13.5 60.9 60.9 <W 1 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0,9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 136 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 00 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 4.4 4.4 SMS 0.0 1 0.0 819 1 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural anal ysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) (k) (k) (k) k) (k) (in-k) (in-k) 0/0/0 7-A 22.25 43 24.92 42 - 9.75 19 29.42 5 65/6/0 7-13 - - - - 12.86 20 49.96 5 131/0/0 7-C 23.80 41 21.13 44 9.75 20 29.42 5 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to detennine quantity and diameter Ga-ae& itch standards are based on ACI-318 A ndix D criteria for"cast-in- lace"anchor rods(Min s ace=4�drod) X-Loc Grid Mem. Thickness Width Length Stiff: Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. (in.) (in.) (in.) Rods I (in.) in.) (in.) Type Flange Web 0/0/0 7-A 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 7-13 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 7-C 14 0.375 9 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection LOading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracinn A Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 24.76 14.00 42 5.69 -9.74 19 8.59 29.45 6 - 0 65/6/0 0.28 13.28 42 0.03 -12.85 19 0.01 50.03 5 - - 0 131/0/0 23.63 14.16 41 5.69 -9.74 20 1 8.59 29.44 5 - 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearinp Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.604 42 0.143 19 - 0 0 0.228 6 0.285 19 0.178 6 0.340 6 0.775 42 65/6/0 0.012 42 0.334 19 0.334 19 0 0.343 5 O.114 19 0.357 5 0.483 5 0.212 5 131/0/0 1.025 41 0.254 20 - 0 0 0.228 5 0.285 20 0.178 5 0.340 5 0.739 41 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) I (in.) Descri tion 2 1 S11 Alternate Web Thick= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 2 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 7 1 S1 6.26 28.941 154.35 2.25 65.03 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 File: 17-017737 Version:2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BLlTL ER butler Manufacturing 17-017737 Calculations Package Time:04:30 PM ""` Page: 126 of 169 Fillet 7 2 S2 9.99 31746 169.31 N/A N/A 0.1875 2.000 Both F-BS-0.1 875,W-OS-0.1250,F-OS-0.1250 8 1 S1 3.95 28 790 153.55 1.50 43 13 0.1875 2.000 Opposite F-OS-0.1 875,W-OS-0.1875 Fillet 13 1 S11 Alternate Web Thick= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 13 2 S9 6.87 1 41.162 1 219.53 N/A N/A 0.3125 1 3.000 Both SP-BS-0 2500,W-BS-0.1250.F-OS-0.1875 Bolted End-Plate Connections( late Fv=55.00 ksi) End-Plate Dimensions Bolt Outside Flange Inside Flange Mem, it. Type Thick. Width Length Diam. Spec/Joint Gages WOut Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd No. No. (in.) (in.) (in_) in.) (in.) ID Desc. (in.) ID Desc. (in.) 2 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 1 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2 00 33 Extended 3.75/2.00 4 2 SP 0.375 6.00 45.28 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 5 1 SP 0 375 6.00 45.25 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 6 2 SP 0 375 600 2843 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0 375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0-375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 600 28.43 0,750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 600 45.25 0.750 A325N/PT 3.50 13 Flush 200/2.00 33 Extended 3.50/2.00 11 1 SP 0.375 600 45.28 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 13 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3 75/2.00 15 1 2 1 CP 1 0.500 1 12.00 11.00 0.500 1 A325/- 1 300 11 Flush 1 3.00 1 11 Flush 3.00 Moment Connections: Outside Flange Required Stren Strength Ratios Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) I (k) in-k) Proc. Tension Shear I Bending Yielding Rupture Tearing Weld Weld 2 2 46 -6.2 13,3 5745.5 AISC DG-16/Thin plate 0.862 0.109 0.893 0.640 0.946 0.052 0.945 0.959 3 1 46 -6.2 13 3 5745.5 AISC DG-16/Thin plate 0.862 0.109 0,893 0.640 0.946 0.052 0.902 0.959 4 2 40 -1.9 2.8 1169.2 AISC DG-16/Thin plate 0.337 0.029 0.987 0.000 0.000 0.024 0.959 0.959 5 1 40 -1.9 2.8 1169.2 AISC DG-16/Thin plate 0.337 0.029 0.987 0.000 0.000 0.024 0.959 0.959 6 2 7 -3.6 5 9 621.2 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0,598 0.076 0.959 0.719 7 1 7 -3.6 5 9 621.2 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0,598 0.076 0.959 0.719 8 2 8 -4.2 5.5 62 L I AISC DG-I6/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 9 1 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 10 2 39 -2.2 3.0 1185.6 AISC DG-16/Thin plate 0.340 0.030 0.995 0.000 0.000 0.026 0,959 0.95 11 1 39 -2.2 3.0 1185.6 AISC DG-16/Thin plate 0.340 0.030 0.995 0.000 0.000 0.026 0.959 0.95 12 2 45 -7.5 13.5 5824.3 AISC DG-16/Thin plate 0.870 0.110 0.894 0.645 0.954 0.052 0.910 0.95 13 2 1 45 1 -7.5 13.5 5824.3 AISC DG-16/Thin plate 1 0.870 0.110 0.894 0.645 0,954 0.052 0.953 0.95 Inside Flange Required Stren Strength Ratios* Mem it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear I Shear Bearing Flange Web No No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yieldingl Rupture Tearing Weld Weld 2 2 47 3.1 5.8 5118.4 AISC DG-16/Thin plate 0.803 0.047 0.831 0.595 0.881 0.022 0.880 0.959 3 1 47 3.1 5.8 5118.4 AISC DG-16/Thin plate 0.803 0.047 0.831 0.595 0.881 0.022 0.980 0.959 4 2 37 -0.7 1.2 1794.9 AISC DG-16/Thin plate 0.384 0.010 0.967 0.647 0.957 0.008 0.959 0.959 5 1 37 -0.7 1.2 1794.9 AISC DG-16/Thin plate 0.384 0.010 0.967 0.647 0.957 0.008 0.959 0.959 6 2 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.935 0.000 0.000 0.174 0.959 0.71 7 1 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.935 0.000 0.000 0.174 0.959 0.719 8 2 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 9 1 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 10 2 38 -0 3 1 2 1811.4 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 11 1 38 -0.3 1 2 1811.4 AISC DG-16/Thin plate 0.389 0.01 0.981 0.647 0.957 0.008 0.959 0.959 12 2 48 4.3 6 0 5197.2 AISC DG-16/Thin plate 0.82 0.049 0.842 0.608 0.899 0.023 0.858 0.959 13 2 1 48 1 43 6.0 519T2 AISC DG-16/Thin plate 1 0.82 0.049 0.842 0.608 0.899 0.023 0.89 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Smgth Ratios Mem it. Ld Axial Shear Ld I Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs (k) (k) Cs (k) (k) Tension Shear I V+T Bending Yielding Bearing Weld Weld 15 1 2 1 41 1 -13.01 0.11 19 1 12.91 0.0 0.4041 0.0051 0.0001 0.0961 0.0521 0.0011 0.458 0.004 File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM _..._._... __.....__.. Page: 127 of 169 F lan:c Brace Summan- Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 19/0/0 19/0/0 GFB3011 1.433 38 2 3/0/0 23/0/0 (2)GFB5006 0.773 38 3 0110/5 60/10/4 (2)GFB5067 0.494 0 4 3/11/9 46/l/O GFB5045 0.548 40 4 8/I1/9 41/l/O GFB5006 0.527 5 5 8/11/9 31/l/O GFB4041 0.558 5 6 3/11/9 16/l/O GFB3116 0.298 8 7 3/11/9 6/l/0 GFB2087 0.963 7 7 8/11/9 1/1/0 (2)GFB3077 0.739 6 8 1/0/7 VI/0 (2)GFB3077 0.739 5 9 110/7 11/1/0 GFB2087 0.492 7 10 1/0/7 21/l/O GFB4041 0.469 7 10 11/0/7 31/l/O GFB4041 0.558 6 11 1/0/7 41/l/O GFB5006 0.537 39 12 6/0/7 56/l/O GFB5067 0.813 39 12 10/9/12 60/10/4 (2)GFB5067 0.501 37 13 3/0/0 23/0/0 (2)GFB5006 0.772 37 14 1 19/0/0 1 19/0/0 1 GFB3011 1.418 37 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 19.04 40.50 38 -11.7 -2089.1 0.0 123.2 39310 539,5 0.58 1 20.04 42.00 6 -6.8 13.0 0.52 2 7.09 42.00 38 -11.4 -2566.7 0.0 301.7 6430.6 539.9 0.42 2 5.50 42.0 -8.5 13.0 0.65 3 2.49 52.00 38 -40 -2425.0 0.0 108.1 4085.6 397.2 0.61 3 1.62 52.00 24.3 24.9 0.98 4 0.00 52.00 40 -1.9 -1535.0 0.0 86.5 2908.8 3 1 8.0 0.54 4 0.00 52.00 14.4 24.6 0.58 5 8.96 42.00 5 -8.4 2241.7 0.0 83.7 5094.8 308.9 0.49 5 20.00 42.00 5 -9.5 13.0 .73 6 0.00 42.00 24 74 -777.6 0.0 355.8 1160.9 116.0 0.68 6 6.48 31.01 5 -15.1 17.3 u 87 7 9.92 32.37 6 -7.6 -2604.7 0.0 152.5 2799.7 163.9 0.96 7 3.97 27.95 5 -20.2 19.6 1.03 8 0.95 31.67 5 -7.7 -2326.5 0.0 81.8 2531.8 163.7 0.97 8 5.95 27.95 6 20.2 19.6 1.03 9 10.03 42.00 7 -3 3 1740.8 0.0 85.9 2763.4 1 16.0 0.65 9 3.55 31.01 6 15.1 17.3 0.87 10 11.04 42.00 6 -8.4 2241.E 0.0 160.4 4899.3 308.9 0.48 10 0.00 42.00 6 9.5 13. 0.73 11 10.01 52.00 39 -2.4 -1556.0 0.0 83.9 2845.5 318.0 0.56 11 10.01 52.00 5 -14.4 24.6 0.58 12 6.04 52.00 39 -2.3 -1813.0 0.0 104.8 3548.3 397.2 0.52 12 11.68 52.00 5 -24.3 24.9 0.98 13 7.08 42.00 37 -11.5 -2584.9 0.0 301.7 6430.6 539.9 0.42 13 5.50 42.00 5 8.5 13.0 0.65 14 19.04 40.50 37 -11.8 -2065.2 0.0 123.2 3974.2 539.5 0.57 14 20.04 42-00 5 6.8 13.0 1 0.52 15 27.13 1000 5 -50.0 0.0 0.0 61.7 535.8 472.5 0-81 15 1 27.13 10.00 1 41 1 0.0 32.6 0.00 Parameters Used for Axial and Flexural Design Mem: Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy I Zx Zy J Cw Cb Rpg Rpc Qs Qa No ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.04 325,51 228A 228.4 15.41 4.00 4163,13 42.69 205.59 10.E 233-14 16.35 0.75 17075.3 1.47 0.9E 1.00 1.00 0.62 5 2 7.09 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 3 2.49 739.63 177.3 177.3 20. 99 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.30 1.00 1.00 1.00 0.68 7 4 0.00 739.63 177.3 177.3 18.75 3.00 6742.0E 18.07 259.31 6.0? 317.Oq 9.80 0.77 11979.1 1.15 1.00 1.00 1.00 0.67 File: 17-017737 Version:2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 128 of 169 6 5 8.96 739.63 180.1 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.15 0.89 1.00 1.00 0.68 6 0.00 739.63 180.1 180.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.17 1,00 1.00 0.84 1,00 7 9.92 739.63 22.9 22.9 9.68 1-88 1454 10 7.83 89.83 3.13 106.87 4.97 0.25 2004.27 1.03 0.94 1.00 1.00 0.56 8 0.95 739.63 1201 120.1 9.55 1.88 1379.64 7.83 87.14 3.13 103.47 4.96 0.24 1916.46 1.81 0.96 1.00 1.00 0.69 9 10.03 739.63 1203 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.25 0.85 1.00 0.84 034 10 11.04 739.63 120.0 60.0 13.69 3,00 3660.39 18,02 174.30 6.01 203.30 9.36 0.59 7759.82 1.04 0.89 1.00 1.00 0.60 11 10.01 739.63 180.1 180.1 18.75 3.00 674206 18.07 259.31 6.02 317.06 9.80 0,77 11979.1 1.16 1.00 1.00 1.00 0.68 6 12 6.04 739.63 180.1 180.1 20.19 3.75 7672 22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.16 1.00 1.00 1.00 0.52 7 13 7.08 325.51 49. 49. 15.69 4.00 452156 42.69 215.31 10.6 244.8 16.3 0.7 18380.3 1.04 0.91 1.00 1.00 7 14 19.04 325.51 228.. 228. 15.41 4.00 4162.62 42.69 205.57 ]0.6 233.1 ]6.35 0.75 17073.4 1.48 0.95 1.00 1.00 6 15 27,13 406.86 390.7 390.7 9,02 3.75 184.63 62.50 36:93 125 39.61 18.81 0.37 1447,59 1.00 1.00 1.07 0,901 Deflection Load Combinations-Framin No. Ori in Factor I Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 W1> W1> 4 System 1.000 100 180 0.42<W 1 <W1 5 System 1.000 100 180 0 42 W2> W2> 6 System 1.000 100 180 OA2<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 ).42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1 1.000 1 50 1 0 13.0<E+3.0 EG- <E+EG- Controlling,Frame Deflection Ratios for Cross Section:7 Description Ratio Deflection(in.) Member Joint Load Case Load Case Description Max.Horizontal Deflection (H/49) -7.077 2 2 10 <E+EG- Max.Vertical Deflection for Span 1 (L/1 113 -0.679 5 1 2 SMS Max.Vertical Deflection for S an 2 L/11 13 -0.679 11 1 2 SMS *Negative horizontal deflection is left x Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 10.738(khn) Fundamental Period(calculated)(T): 1.050(sec.) Design Story Drift:3.878(in.) Seismic Drift Ratio:0.559(OK) File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 Bt/TLER utler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM ""S " Page: 129 of 169 Wall: 4, Frame at: 201/10/0 Frame Cross Section:6 65-5" 1 Q 11 01 5. LLiy 7 't m 00 m LL co m LL 0 NN 0 m m to U. © 11 1 El 2)GF8 (2)GFB G GFB El FB Y 1 X Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 P-1" 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX017)and 13(CX018): 122'-6 13/16" Horiz.Clearance between members 1(CX017)and 14(CX018): 122'-7" Horiz.Clearance between members 2(CX017)and 13(CX018):122'-6 5/8" Horiz.Clearance between members 2(CX017)and 14(CX018): 122'-6 13/16" Vert.Clearance at member 2(CX017):26-10 3/16" Vert.Clearance at member 13(CX018):26-10 3/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER utler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM ""Bp jej p"�" Page: 130 of 169 Frame Location Des n Parameters: Location Avg.Ba Space Description Angle GroupTrib.Override Design Status 201/0/0 25/0/0 jN4RF Frame 90.0000 Stress Check Design Load Combinations-Framin No Ori in Factor Application Description 1 System 1,000 1.0 D+1.0 CG+1.0 L> +CG+L> 2 System 1.000 LO D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 LO D+1.0 CG+1.0 ASLA D+CG+ASLA 4 System L OOO 1.0 D+1.0 CG+LO^ASL D+CG+AASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 LO D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0D+1.0CG+1.0US1* D+CG+US1* 8 System 1,000 1.0D+1.0CG+1.0*US1 D+CG+*US1 9 System 1.000 1.0D+1.0CG+0.6W1> D+CG+Wl> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 .6 MW MW-Wall: 1 16 System 1.000 .6 MW MW-Wall:2 17 System 1.000 0.6 MW MW-Wall:3 18 System 1.000 16 MW MW-Wall:4 19 System 1.000 16D+0.6CU+0.6W1> D+CU+W1> 20 System 1.000 .6D+0.6CU+0.6<W1 D+CU+<Wl 21 System 1.000 .6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 .6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 .6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 .6 D+0.6 CU+0.6 WPR +CU+WPR 25 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+Wl> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W 1 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0D+1.0CG+0.75S+0.45W1> +CG+S+W1> 32 System 1.000 1.0D+1.0CG+0.75S+0.45<W1 D+CG+S+<Wl 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 .6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 F.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1 1.000 10.6 D+0.6 CU+2.45<E+0.7 EG- 113+CU+<E+EG- Frame Member Sizes Mem. Fig Width Fig Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) in.) (11) ) ksi) (ksi) Jt.l Jt2 1 8.00 0.5000 0.1875 12,00 42.00 20.00 889.7 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 42.00 42.00 11.21 670.9 55.00 55.00 SS KN 3P 3 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 KN SS 3P 4 6.00 0.5000 0.2500 52.00 42.00 10.00 623.0 55.00 55.00 SS SP 3P 5 6.00 0.5000 0.1875 42.00 42.00 20.00 958.9 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 25.00 10 00 330.4 55.00 55 00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32 37 10 00 320.8 55.00 55-00 SP SS 3P 8 5.00 0.3750 0.1875 32.37 2500 1000 320. 55.00 55.00 SS SP 3P File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 131 of 169 9 6.00 0.2500 0.1875 25.00 42.00 10.00 330.4 55.00 55.00 SP SS 3P 10 6.00 0.5000 0.1875 42.00 42.00 20.00 958.9 55.00 55.00 SS SP 3P 11 6.00 0.5000 0.2500 42.00 52.00 1000 623.0 55.00 55.00 SP SS 3P 12 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.1875 42.00 42.00 11.21 670.8 55.00 55.00 SS KN 3P 14 8.00 0.5000 0.1875 12.00 42.00 20.00 889.7 55.00 55.00 BP SS 3P 15 1o.00 0.3750 0.1644 1 10.00 1 10.00 32.56 1034.2 55.00 55.00 BP CP 3P Total Frame Weight=10340.8 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No I Yes Boundar% Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X(in-) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfaetored Load Type at Frame Cross Section:6 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Grid] -Grid2 6-A 6-13 6-C Base Plate W x L(in.) 9 X 13 12 X 11 9 X 13 Base Plate Thickness(in.) 0.375 0.500 0,375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Dese. Hx Vy Hx Vy Hx Vv D Frm 118 516 6.80 -1.18 5.16 CG Frm 0.78 2-60 4.62 -0.78 2.60 L> Frm 3.14 10.40 18.50 -3.14 10.40 <L Frm 3.14 10.40 18.50 -3.14 10.40 ASLA Frm 1-57 0.20 9.25 -1.57 10.21 ^ASL Frm 1.57 10..21 9.25 -1.57 0.20 SMS> Frm 6.54 21.67 38.54 -6.54 21.67 <SMS Frm 6.54 21.67 38.54 -6.54 21.67 - US1* Frm 2.34 3.10 17.35 -2,34 11.36 - *US1 Frm 2.34 11.36 17.35 -2.34 3.10 - W1> Frm -10.66 -21.41 - -28.23 -2.88 -11.30 <W1 Frm 2.88 -11.30 - -28.23 10.66 -21.41 W2> Frm -11.06 -12.58 -15.00 -2.48 -2.47 <W2 Frm 2.48 -2.47 -15.00 11.06 -12.58 WPL Frm -0.27 -14.01 -26.39 -0.58 -20.55 WPR Frm 0.59 -20.55 -26.39 0.27 -14.01 MW Frm - - - - MW Frm 4.34 2.35 -1.18 9.23 -1.18 MW Frm - - - - MW Frm -9.23 -1.18 -1.17 -4.34 235 CU Frm - - - - - L Frm 3.14 1040 18.50 -3 14 10.40 S Frm 3.11 10.31 18.34 -3.11 10.31 E> Frm -12.98 -3.08 -0.09 -12.34 3.18 EG+ Frm 0.35 1.15 2.05 -0.35 1.15 <E Frm 12.98 3.08 0.09 12.34 -3.18 EG- Frm -0.35 -1.15 - -2.05 0.35 -1.15 SMS Frm 1 6.54 1 21.67 1 1 38.54 -6.54 21.67 - Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 17.5 17.1 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER B.He,,., 17-017737 Calculations Package Time:04:30 PM Page: 132 of 169 ASLA 0.0 0.0 19.6 19.6 AASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US1 0.0 0.0 31.8 31.8 WI> 13.5 13.5 60.9 60.9 <W 1 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 4.4 4.4 SMS 0.0 1 0.0 81.9 8L9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural anal sis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) I (k) (k) (k) (k) (k) On-k) (in-k) 0/0/0 6-A 22.25 43 24.92 42 - - 9.75 19 29.42 5 - - 65/6/0 6-13 - - - - - - - 12.86 20 49.96 5 131/0/0 6-C 23.80 41 21.13 44 - 9.75 20 29.42 5 - Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter age&pitch standards are based on ACI-318 Appendix D criteria for"cast-in- lace"anchor rods(Min s ace=4*drod) X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. (in.) (in.) (in.) Rods (in.) (in.) (in.) Type I Flange Web 0/0/0 6-A 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 1 6-13 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 6-C 14 0.375 9 13 No 4 0,750 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum BracingIWA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k) Case (k) k Case (k) (k) Case (k) (k) (k) Case 0/0/0 24.77 14.00 42 5.69 -9.74 19 8.59 29.45 6 - 0 65/6/0 0.28 13.28 42 0.03 -12.85 19 0.01 50.03 5 - 0 131/0/0 23.63 14.16 41 5.69 -9.74 20 8.59 29.44 5 - 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V. Case BendingCase Bearing Case Tension Case CompCase Weld Case Weld Case 0/0/0 0.604 42 0.143 19 0 - 0 0.228 6 0.285 19 0.178 6 0.340 6 0.775 42 65/6/0 0.012 42 0.334 19 0.334 19 0 0.343 5 0.114 19 0.357 5 0.483 5 0.212 5 131/0/0 1.025 41 0.254 20 - 0 - 0 0.228 5 0.285 20 0178 5 0.340 5 0.739 41 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) I (in.) (in.) (in.) Description 2 1 S 11 Alternate Web 7ickO62500. 0-50003.500 Opposite W-OS-0.1250 Fillet 2 2 S9 6.87 41.162 219.53 N/A 0.3125 3.000Both SP-BS-0.2500,W-BS-0.I250,F-OS-0.1875 7 1 S1 626 28.941 154.35 5.03 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 File: 17-017737 Version:2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER hurler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 133 of 169 Fillet 7 2 S2 9,99 31 746 16931 N/A N/A 0.1875 2.000 Both F-BS-0.1 875,W-OS-0.1250,F-OS-0.1250 8 1 S1 3.95 28.790 153.55 1.50 43.13 0.1875 2.000 Opposite F-OS-0.1 875,W-OS-0.1875 Fillet 13 1 S11 Alternate Web Thick.= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 13 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500.W-BS-0.1250.F-OS-0.1875 Bolted End-Plate Connections Plate Fv=55.00 ksi) End-Plate Dimensions Bolt Outside Flange Inside Flame Mem. it. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd No. No. in.) (in.) (in.) (in.) (in.) ID Desc. (in,) ID I Dese. (in.) 2 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 1 KN(Face) 0-625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 . 4 2 SP 0375 6.00 45.28 0.750 A325N/PT 3.50 13 Flush 2 00/2.00 33 Extended 3.50/2.00 5 1 SP 0.375 6.00 45.25 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 6 2 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 45.25 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 45.28 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 13 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 15 1 2 1 CP 1 0.500 1 12.00 11.00 1 0.500 1 A325/- 1 300 1 11 1 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Strength Strength Ratios Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k (k) in-k Proc. Tension Shear I Bending Yieldi Rupture Tearing Weld Weld 2 2 46 -6.2 13.3 5746.8 AISC DG-16/Thin plate 0.863 0.109 0.893 0.640 0.946 0.052 0.946 0.959 3 1 46 -6.2 13.3 5746.8 AISC DG-16/Thin plate 0.863 0.109 0.893 0.640 0.946 0.052 0.903 0.959 4 2 40 -1.9 2.8 1168.5 AISC DG-16/Thin plate 0.337 0.029 0.986 0,000 0.000 0.024 0.959 0.959 5 1 40 -1.9 2.8 1168.5 AISC DG-16/Thin plate 0.337 0.029 0.986 0.000 0.000 0.024 0.959 0.959 6 2 7 -3.6 5.9 621.2 AISC DG-16/Thin plate 0.359 0.081 0.749 0,405 0.598 0.076 0.959 0.719 7 1 7 -3.6 5.9 621.2 AISC DG-16/Thin plate 0,35S 0.081 0.749 0.405 0.598 0.076 0.959 0.719 8 2 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 9 1 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 10 2 39 -2.2 3.0 1185.5 AISC DG-16/Thin plate 0.34C 0.030 0.995 0.000 0.000 0.026 0.959 0.959 11 1 39 -2.2 3.0 1185.5 AISC DG-16/Thin plate 0.34 0.030 0.995 0.000 0.000 0.026 0.959 0.959 12 2 45 -7.5 13.5 5825.5 AISC DG-16/Thin plate 0.870 0.110 0.894 0.645 0.954 0.052 0.910 0.959 13 1 2 145 1 -7.5 13.5 5825.5 AISC DG-16/Thin plate 1 0.8701 0.1101 0.894 0.645 0.954 0.052 0.954 0.959 Inside Flange Required Stren h StrengthRatios' Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Ru ture Tearing Weld I Weld 2 2 47 3.1 5 8 5119.7 AISC DG-16/Thin plate 0.803 0.047 0.831 0.596 0.881 0.022 0.880 0.959 3 1 47 3.1 5.8 5119.7 AISC DG-16/Thin plate 0.803 0.047 0.831 0.596 0.881 0.022 0.980 0.959 4 2 37 -0.7 1 2 1794.9 AISC DG-16/Thin plate 0.384 0.010 0.967 0.647 0.957 0.008 0.959 0.959 5 1 37 -0.1 12 1794.9 AISC DG-16/Thin plate 0.384 0.010 0.967 0.647 0,957 0.008 0.959 0.959 6 2 8 -2.4 13 4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.934 0.000 0.000 0.174 0.959 0.719 7 1 8 -2.4 13 4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.934 0.000 0.000 0.174 0.959 0.719 8 2 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 9 1 7 -3.1 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 10 2 38 -0.3 1.2 1810.8 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.95 11 1 38 -0.3 1.2 1810.8 AISC DG-16/Thin plate 0.38 0.010 0.981 0.647 0.951 0,008 0.959 0.95 12 2 48 4.3 6.0 5198.4 AISC DG-16/Thin plate 0.82 0.04 0.842 0.608 0.899 0.023 0.858 0.959 13 1 2 148 4.3 6.0 5198.4 AISC DG-16/Thin plate 1 .820 0.049 0.842 0.608 0.899 0.023 0.899 0 959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. Jt. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k (k) Cs (k) (k) Tension Shear V+T Bendin Yieldin BearingWeld Weld 15 2 41 -13. 0.1 19 12.9 0.0 0.404 0.0( 0.00 0.09 0.052 0.001 0.458 0.004 File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 134 of 169 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 19/0/0 19/0/0 GFB3011 1.432 38 2 3/0/0 23/0/0 (2)GFB5006 0.773 38 3 011015 60/10/4 (2)GFB5067 0.494 0 4 3/11/9 46/l/O GFB5045 0.548 40 4 8/11/9 41/l/O GFB5006 0.527 5 5 8/11/9 31/l/O GFB4041 0.558 5 6 3/11/9 16/l/O GFB3116 0.298 8 7 3/11/9 6/1/0 GFB2087 0.963 7 7 8/11/9 1/1/0 (2)GFB3077 0.739 6 8 1/0/7 ]/1/0 (2)GFB3077 0.739 5 9 1/0/7 11/1/0 GFB2087 0.492 7 10 1/0/7 21/l/O GFB4041 0.469 7 10 11/0/7 31/l/O GFB4041 0.558 6 11 1/0/7 41/l/O GFB5006 0.537 39 12 6/0/7 56/l/O GFB5067 0.813 39 12 10/9/12 60/10/4 (2)GFB5067 0.501 37 13 3/0/0 23/0/0 (2)GFB5006 0.772 37 14 19/0/0 1 19/0/0 1 GFB3011 1.418 37 Frame Design Member Summary-Controllin_Load Case and Maximum Combined Stresses per Member Locations are from Joint 1) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mex Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k I in-k Flexure 1 19.04 40.50 38 -11.7 -2088.8 0.0 123.2 3930.9 539.5 0.58 1 20.04 42.00 6 -6.8 13.0 0.52 2 7.09 42-00 38 -114 -2566.2 0.0 301.7 6430.6 539.9 0.42 2 5.50 42.00 6 -8.5 13.0 0.65 3 2.49 52.00 38 -4.0 -2424.5 0.0 108.1 4085.7 397.2 0.61 3 1.62 52.00 6 24.3 24.9 0.98 4 0.00 52.00 40 -1.9 -1534.4 0-0 86.5 2909.0 318.0 0.54 4 0.00 52.00 6 14.4 24.6 0.58 5 8.96 42.00 5 -8.4 2241.7 0.0 83.7 5094.8 308.9 0.49 5 20.00 42.00 5 -9.5 13.0 0.73 6 0.00 42.00 24 7.4 -777.6 0.0 355.8 1160.9 116.0 0.68 6 6.48 31.01 5 -15.1 17.3 0.87 7 9.92 32.37 6 -7. -2604.7 0.0 152.5 2799.7 163.9 0.96 7 3.97 27.95 5 -20.2 19.6 1.03 8 0.95 31.67 5 -7. -2326.5 0-0 81.8 2531.8 163.7 0.97 8 595 27.95 6 20.2 19.6 1.03 9 10,03 42.00 7 -3.3 1740.8 0.0 85.9 2763.4 116.0 0.65 9 3.55 31.01 6 15.1 17-3 0.87 10 11.04 42.00 6 -8.4 2241.E 0.0 160.4 4899.3 308.9 0.48 10 0.00 42.00 6 9.5 13.0 0.73 11 10.01 52.00 39 -2.4 -1555.8 00 83.9 2845-4 31&0 0.56 11 10.01 52.00 5 -14.4 24.6 0.58 12 6.04 52.00 39 -2.3 -1812.7 0.0 104.8 3548.2 397.2 0.52 12 11.68 52.00 5 -24.3 24.9 0.98 13 7.08 42.00 37 -11.5 -2585.1 0.0 301.7 6430.6 539.9 0.42 13 5.50 42.00 8.5 13-0 0.65 14 19.04 40.50 37 -11.8 -2065.3 0.0 123.2 3974.2 539.5 0.57 14 20.04 42.00 5 6.8 13.0 0.52 15 27.13 10.00 5 -50.0 0.0 0.0 61.7 535.8 472.5 0.81 15 1 27.13 10.00 1 41 0.0 32.6 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag I Afn Ixx Iyy Sx Sy I Zx Zy J Cw Cb Rpg Rpe Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 inA in.6 1 19.04 325.51 228.4 228.4 15.41 4.00 4163,13 42.69 205.59 10,67 233.14 16.35 0.75 17075.3 1.47 0.96 1.00 1.00 0.62 5 2 7.09 325.51 49-0 49.0 ISM 4.00 4521.56 42.69 21531 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 3 2.49 739.63 177.3 177.3 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 124 14890.1 1.30 1.00 1.00 1.00 0.68 4 0.00 739.63 177.3 177.31 18.751 3.00 6742.0E 18.07 259.31 6.0? 317.061 9.80 0.77 11979.1 1.151 1.00 1.00 1.0 0.67 File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 135 of 169 6 5 8.96 739.63 180.1 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203-30 9.36 0.59 7759.82 1.15 0.89 1.00 1.00 0.68 6 0.00 739.63 180.1 180,1 10.78 1-50 2424,08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.17 1.00 1.00 0.84 1.00 7 9.92 739.63 219 22.9 9.68 1.88 1454.10 7.83 89.83 3.13 106.8 4.97 0.25 2004.27 1.03 0.94 1.00 1.00 0.56 8 0.95 739.63 120.1 120-1 9.55 1.88 1379.64 7.83 87.14 3.13 10347 4.96 024 1916.46 1.81 0.96 1.00 1.00 0.69 9 10.03 739.63 1203 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 14136 4,86 0.15 3931.83 1.25 0.85 1.00 0.84 0,5 10 11.04 739.63 120.0 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203-30 9.36 0.59 7759.82 1.04 0.89 1.00 1.00 0.6 11 10.01 739.63 180.1 180.1 18.75 3.00 6742.06 1807 259.31 6.02 317-06 9.80 0.77 11979.1 1.16 1.00 1.00 1.00 0.68 6 12 6.04 739.63 180.1 180.1 20.19 3.75 767222 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.16 1.00 1.00 1.00 0.52 7 13 7.08 325.51 49. 49.0 15.6 4.00 4521.56 42.69 215.31 10.6 244.8 16.36 0.76 18380.3 1.04 0.91 1.00 1.0 0.61 7 14 19.04 325.51 228. 228.4 15.41 4.00 4162.62 42.69 205.57 10.6 233.1� 16.35 OJS 17073.4 1.48 0.95 1.00 1.0 0.62 G 15 27.13 406.86 390.7 390.7 9.02 3.75 184.63 62.50 36.93 l2 5 39.61 18.81 0.37 1447.59 1.00 1.00 1.07 0.90 1.00 Deflection Load Combinations-Framin No. Origin Factor DefH DefV Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 W1> Wi> 4 System 1,000 100 180 0.42<W1 <W1 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0 42<W2 <W2 7 System 1.000 100 180 O. 2 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 50 0 3.0<E+3.0 EG- <E+EG- ontrolling Frame Deflection Ratios for Cross Section:6 Description Ratio Deflection in.) Member Joint Load Case Load Case Description Max.Horizontal Deflection (H/49) -7.078 2 2 10 <E+EG- Max.Vertical Deflection for Span 1 (L/1113) -0.679 5 1 2 SMS Max.Vertical Deflection for Span 2 (L/1113) -0.679 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 10.737(k/in) Fundamental Period(calculated)(T): 1,050(sec.) Design Story Drift:3.879(in.) Seismic Drift Ratio:0.559(OK) File: 17-017737 Version:2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/201 7 BUTLER utler Manufacturing 17-017737 Calculations Package Time:04:30 PM "�B '& "° Page: 136 of 169 Wall: 4, Frame at: 226/0/0 Frame Cross Section:5 Q 01 ' !. - , Q 791 LL m m m m NN LL m m m m U- LLN N 1 11 © 1 2)GFB (2)GFB GF8 GFB Ej Y 1 X I ) Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 1'-1" 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX019)and 13(CX020): 122'-6 13/16" Horiz.Clearance between members I(CX019)and 14(CX020): 122'-7" Horiz.Clearance between members 2(CX019)and 13(CX020): 122'-6 5/8" Horiz.Clearance between members 2(CX019)and 14(CX020): 122'-6 13/16" Vert.Clearance at member 2(CX019):26'-10 3/16" Vert.Clearance at member 13(CX020):26'-10 3/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 137 of 169 Frame Location Desi n Parameters: Location Av .Ba S ace Description Anele Grou Trib.Override Design Status 226/0/0 25/0/0 MRF Frame 90-0000 Stress Check Desi n Load Combinations-Framin No. Origin Factor Application Description 1 System 1.000 L0 D+1.0 CG+1.0 L> +CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L +CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASLA +CG+ASLA 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+AASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0D+I.0CG+1.0USI* D+CG+US1* 8 System 1.000 1.0 D+1.0 CG+1:0*US 1 D+CG+*US 1 9 System 1.000 1.0D+I.0CG+0.6W1> D+CG+W1> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1,000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 .6 MW MW-Wall: 1 16 System 1.000 .6 MW MW-Wall:2 17 System 1.000 .6 MW MW-Wall:3 18 System 1.000 .6 MW MW-Wall:4 19 System 1.000 .6D+0.6CU+0.6W1> D+CU+W1> 20 System 1.000 .6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 .6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1,000 .6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 .6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 .6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W I D+CG+L+<W 1 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0D+I.0CG+0.75S+0.45W1> D+CG+S+W1> 32 System 1.000 1.0D+1.0CG+0.75S+0.45<W1 D+CG+S+<Wl 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR +CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 .6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 .6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 .6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- +CU+<E+EG- 49 System Derived 1.000 I.0D+I.0CG+0.6 WPR+0.6WBI> +CG+WPR+WB1> 50 System Derived 1.000 0.6D+0.6CU+0.6 WPR+0.6WBI> +CU+WPR+WB1> 51 System Derived 1.000 I.0D+I.0CG+0.75L+0.45 WPR+0.45WBI> D+CG+L+WPR+WB1> 52 System Derived 1.000 1.0D+1.0CG+0.75S+0.45 WPR+0.45WB1> D+CG+S+WPR+WB1> 53 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<WB 1 D+CG+WPR+<WB 1 54 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<WB 1 D+CU+WPR+<WB 1 55 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<WB 1 D+CG+L+WPR+<WB 1 56 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<WB 1 D+CG+S+WPR+<WB 1 57 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB2> +CG+WPR+WB2> 58 System Derived 1.000 .6 D+0.6 CU+0.6 WPR+0.6 WB2> +CU+WPR+WB2> 59 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB2> r+CG+L+WPR+WB2> 60 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB2> +CG+S+WPR+WB2> File: 17-017737 ' Version:2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM u�a�a.,-.,�.._ Page: 138 of 169 61 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<W132 D+CG+WPR+<WB2 62 System Derived 1.000 D.6 D+0.6 CU+0.6 WPR+0.6<W132 D+CU+WPR+<WB2 63 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<W132 D+CG+L+WPR+<WB2 64 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<WB2 D+CG+S+WPR+<WB2 65 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+WB3> 66 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 W133> D+CU+WPL+WB3> 67 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 W133> D+CG+L+WPL+WB3> 68 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+WB3> 69 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<WB3 D+CG+WPL+<W133 70 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 71 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<WB3 D+CG+L+WPL+<WB3 72 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<W133 D+CG+S+WPL+<WB3 73 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 W134> D+CG+WPL+WB4> 74 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB4> D+CU+WPL+W134> 75 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB4> D+CG+L+WPL+WB4> 76 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB4> D+CG+S+WPL+WB4> 77 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<W134 D+CG+WPL+<WB4 78 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<W134 D+CU+WPL+<W134 79 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<WB4 D+CG+L+WPL+<WB4 80 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<W134 D+CG+S+WPL+<W134 81 System Derived 1.000 0.6 MWB MWB-Wall: 1 82 System Derived 1.000 0.6 MWB MWB Wall:2 83 System Derived 1.000 0.6 MWB MWB Wall:3 84 System Derived 1.000 0.6 MWB MWB-Wall:4 85 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 86 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273 EB> D+CG+E>+EG++EB> 87 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 88 System Derived 1.000 1.0 D+1.0 CG+0.91 <E+0.7 EG++0.273 EB> D+CG+<E+EG++EB> 89 System Derived 1.000 .6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 EB> D+CU+E>+EG-+EB> 90 System Derived 1.000 .6 D+0.6 CU+0.91 E>+0.7 EG-+0.273 EB> D+CU+E>+EG-+EB> 91 System Derived 1.000 _6 D+0.6 CU+0.273<E+0.7 EG-+0.91 EB> D+CU+<E+EG-+EB> 92 System Derived 1.000 .6 D+0.6 CU+0.91<E+0.7 EG-+0.273 EB> D+CU+<E+EG-+EB> 93 Special 1.000 1.0 D+1.0 CG+1.75 EB>+0.7 EG+ D+CG+EB>+EG+ 94 Special 1.000 .6 D+0.6 CU+1.75 EB>+0.7 EG- D+CU+EB>+EG- 95 System Derived 1.000 1.0 D+1.0 CG+0.273 F>+0.7 EG++0.91<EB D+CG+E>+EG++<EB 96 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273<EB D+CG+E>+EG++<EB 97 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91<EB D+CG+<E+EG++<EB 98 System Derived 1.000 ].0 D+1.0 CG+0.91<E+0.7 EG++0.273<EB D+CG+<E+EG++<EB 99 System Derived 1.000 6D+0.6CU+0.273E>+0.7 EG-+0.91<EB D+CU+E>+EG-+<EB 100 System Derived 1.000 .6 D+0.6 CU+0.91 E>+0.7 EG-+0.273<EB D+CU+E>+EG-+<EB 101 System Derived 1.000 .6 D+0.6 CU+0.273<E+0.7 EG-+0.91<EB D+CU+<E+EG-+<EB 102 System Derived 1.000 .6 D+0.6 CU+0.91<E+0.7 EG-+0.273<EB D+CU+<E+EG-+<EB 103 Special 1.000 1.0 D+1.0 CG+1.75<EB+0.7 EG+ D+CG+<EB+EG+ 104 1 special 1 1.000 .6 D+0.6 CU+1.75<EB+0.7 EG- D+CU+<EB+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No (in.) (in.) (in.) (in.) (in.) ft O (ksi) (ksi) Jt.l Jt.2 1 8.00 0.5000 0.1875 12.00 42.00 20.00 893.5 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 42.00 42.00 11.21 670.9 55.00 55.00 SS KN 3P 3 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 KN SS 3P 4 600 0.5000 0.2500 52.00 42.00 10.00 624.4 55.00 55.00 SS SP 3P 5 600 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SP SS 3P 6 600 0.2500 0.1875 42,00 25.00 10.00 330.4 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32.37 10.00 320.8 55.00 55.00 SP SS 3P 8 500 0.3750 0.1875 32.37 25.00 10.00 320.8 55.00 55.00 SS SP 3P 9 6.00 0.2500 0.1875 25.00 42.00 10.00 330.4 55.00 55.00 SP SS 3P 10 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SS SP 3P 11 600 0.5000 0.2500 42.00 52.00 10.00 624.4 55.00 55.00 SP SS 3P 12 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.1875 42.00 42.00 11.21 670.8 55.00 55.00 SS KN 3P 14 8.00 0.5000 01875 12.00 42.00 20.00 899.1 55.00 55.00 BP SS 3P 15 1 10.00 1 0.3750 01644 10.00 1 10.00 1 32.56 1 1034.2 55.00 55.00 BP CP 3P Total Frame Weight=10359.7 (p) (Includes all plates) Frsme Member Releases Member Joint I I Joint 2 15 No Yes File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 139 of 169 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Dis lacement X in. Displacement Y(in) Displacement ZZ(rad) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-tInfactored Load Type at Frame Cross Section:5 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl-Grid2 5-A 5-13 5-C Base Plate W x L(in.) 9 X 13 12 X 11 12 X 13 Base Plate Thickness(in.) 0.500 0.500 0.500 Anchor Rod Qty/Diam. (in.) 4-1.250 4-0.750 4-1.500 Column Base Elev, 100'-0" 100'-0" 100'-0" Load Type Desc. Hx I Hz Vv I Hx Vy Hx Hz I Vy D Frm 1.18 5.16 - 6.80 -1.18 - 516 - CG Frm 0.78 2.60 4.62 -0.78 2.60 - L> Frm 3.14 10.40 18.50 -3.14 10.40 - <L Frm 3,14 10.40 18.50 -3.14 10.40 - ASL^ Frm 157 0.20 9.25 -1.57 10.21 - - AASL Frm 1.57 10.21 - 9.25 -1.57 0.20 - - SMS> Frm 6,54 21.67 - 38.54 -6.54 21.67 - <SMS Frm 6.54 21.67 - 38.54 -6.54 - 21.67 - US1* Frm 2.34 310 - 17.35 -2.34 - 11.36 *USI Frm 2.34 11.36 - 17.35 -2.34 - 3.10 - W 1> Frm -10.66 -21.41 - -28.23 -2.88 - -11.30 - <WI Frm 2.88 -11.30 - -28.23 10.66 - -21.41 - W2> Frm -11.06 -12.58 - -15.00 -2.48 - -2.47 - <W2 Frm 2.48 -2.47 -15.00 11.06 - -12.58 - - WPL Frm -0.27 -14.01 -26.39 -0.58 - -20.55 - WPR Frm 0.59 -20 55 -26.39 0.27 - -14.01 - MW Frm - - - - MW Frm 4.34 235 -1 18 9.23 -1.18 MW Frm - - - - - - MW Frm -9.23 -1 18 -1.17 -4.34 - 2.35 CU Frm - - - - L Frm 3.14 10.40 18.50 -3.14 10A0 S Fnn 3.11 10.31 18.34 -3.11 - 10.31 E> Frm -12.98 - -3.08 - -0.09 -12.34 - 3.18 EG+ Frm 0.35 - 1-15 2.05 -0.35 1.15 <E Frm 12.98 - 3 08 0.09 12.34 - -3.18 EG- Frm -0.35 - -115 -2.05 0.35 - -1.15 WB1> Brc 0.21 -10.77 -1413 -0.01 -0.21 -9.92 -13.18 <WB1 Brc 0.06 - 14,49 -0.35 -0.06 - 13.32 WB2> Brc 0.21 -10.77 -14.28 -0.01 -0.21 -9.92 -13.33 <WB2 Brc 0.06 - 14.65 -0.35 -0.06 - 13.48 WB3> Brc 0.23 -9.94 -13.41 -0.02 -0.23 -10.75 -14.52 <W33 Brc 0.06 - 13.67 -0.35 -0.06 - 14.78 WB4> Brc 0.23 -9.94 -13.41 -0.02 -0.23 -10.75 -14.52 - <WB4 Brc 0.06 - 13.67 -0.35 -0.06 - 14.79 - MWB Brc 0.18 -8.76 -11.29 -0.01 -0.18 -8 74 -11.30 MWB Brc - - - - - - - MWB Brc 0.05 - 11.55 -0.29 -0.05 - 11.56 MWB Brc - - - - - - EB> Brc 0.56 -25.49 -33.32 -0.04 -0.56 -27.47 -36.16 <EB Brc 0.16 - 34.12 - -0.88 -0.16 0.02 36.66 SMS I Frm 1 6.54 1 - 121.67, 38.54 1 -6.54 21.67 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 17.5 17.1 File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BL/TLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM """ Page: 140 of 169 CG 0.0 0.0 9.8 9.8 L> 00 0.0 39.3 39.3 <L 0,0 0.0 39.3 39.3 ASLA 00 0.0 19.6 19.6 AASL 00 0.0 19.6 19.7 SMS> 00 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US1 0.0 0.0 31.8 31.8 WI> 13.5 13.5 60.9 60.9 <W 1 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 609 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 00 0.0 MW 0.0 0.0 00 0.0 MW 13.6 13.6 00 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 4.4 4.4 WB1> 0.0 0.0 0.0 27.3 <WB1 0.0 0.0 0.0 27.5 WB2> 0.0 0.0 0.0 27.6 <WB2 0.0 0.0 0.0 27.8 WB3> 0.0 0.0 0.0 27.9 <WB3 0.0 0.0 0.0 28.1 WB4> 0.0 0.0 0.0 27.9 <WB4 0.0 0.0 0.0 28.1 MWB 0.0 0.0 00 22.6 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 22.8 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 69.5 <EB 0.0 0.0 0.0 69.9 SMS 0.0 1 0.0 1 81.9 1 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Mote:All reactions are based on 1 st order structural anal sis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 5-A 22.25 43 24.92 42 44.61 93 56.02 94 68.28 103 - - - 65/6/0 5-13 - - - - - - 12.86 20 49.96 5 - - - 131/0/0 5-C 23.80 41 21.13 44 48.07 93 0.03 103 60.99 94 72.73 103 - - Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Ga e&Wtch standards are based on ACI-318 Appendix D criteria for"cast-in- lace"anchor rods(Min s ace=4*drod) X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in.) (in.) (in.) Rods (in.) (in.) (in.) Type Flange Web 0/0/0 5-A 1 0.500 9 13 No 4 1.250 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 5-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 5-C 14 0.500 12 13 No 4 1.500 6.0 6.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Braci A Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load (k) k) Case k) (k) Case (k) I (k) Case k k I - I Case 0/0/0 24.77 14.00 42 1.48 -56.01 94 2740-1 68.24 103 44.61 1 -56.01 1 1.48 1 94 File: 17-01773 7 Version: 2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 Buret=R Bu[ler Manuracturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 141 of 169 35160/OO1 0.28 I 13.28 142 0.03 -12.85 19 I 0.01 I 50:03 I S I I 60.96 I 1.- I 94 23,63 14 16 41 147 I -60 96 94 2.71 72.84 103 48.07 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearin Case Tension Case Corn Case Weld Case Weld Case 0/0/0 1 0.697 94 0.525 94 0.870 94 - 0 0.528 103 0.922 94 0.576 103 0.788 103 0.775 42 65/6/0 0.012 42 0.334 19 0.334 19 - 0 0.343 5 0.114 19 0.357 5 0.483 5 0.212 5 131/0/0 0.521 94 0.397 94 0.509 94 0 0.423 103 0.805 94 0.862 103 0.841 103 0.739 41 Web Stiffener 5ummery Mem. Stiff. Desc. Loc Web Depth h/t a/h a Thick. Width Side Welding No. No (ft) (in.) I (in.) (in) (in) Description 1 1 S5 18.94 39 477 210.54 N/A N/A 0.3750 6 000 Far F-BS-0.1875,W-BS-0.1875 2 1 S11 Alternate Web Thick= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 2 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-02500,W-BS-0.1250,F-0S-0.1875 4 1 S5 9.01 42.021 168.08 N/A N/A 0.3750 6.000 Near F-BS-0.1875,W-BS-0.1875 7 1 Sl 6.26 28.941 154.35 2.25 65.03 0,1875 2.000 Opposite F-0S-0.1875,W-0S-0.1875 Fillet 7 2 S2 9.99 31.746 169.31 N/A N/A 0.1875 2.000 Both F-BS-0.I875,W-OS-0.1250,F-OS-0.1250 8 1 S1 3.95 28.790 153.55 1.50 43.13 0.1875 2000 Opposite F-0S-0.1875,W-0S-0.1875 Fillet I 1 1 S5 0.99 42.021 168.08 N/A N/A 0.3750 6 000 Far F-BS-0.1875,W-BS-0.1875 13 1 S11 Alternate Web Thick= 02500 0.5000 3 500 Opposite W-OS-0.1250 Fillet 13 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-01875 14 1 SS 1 18.94 1 39.474 1 210.53 1 N/A N/A 1 0.3750 1 6-000 1 Near L F-BS-0.1875,W-BS-0.1875 Bolted End-Plate Connections(Plate FV=55.00 U End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick Width Length Diam, Spec/Joint GagesIn/Out Configuration Pitches lst/2nd Configuration Pitches lst/2nd No. No. (in.) (in.) (in.) in.) (in.) ID Desc. (in.) ID Desc. (in.) 2 2 KN(Face) 0 625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 1 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2,00 33 Extended 3.75/2.00 4 2 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3,50/2.00 5 1 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 6 2 SP 0 375 600 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0 375 600 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 600 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 600 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2,00 33 Extended 3.75/2.00 13 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 15 2 CP 1 0.500 1 12.00 11.00 0.500 1 A325/- 1 3.00 1 11 1 Flush 3.00 11 1 Flush 3.00 Moment Connections: Outside Flange Required Stren h Strength Ratios Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -6.2 13.3 5746.8 AISC DG-16/Thin plate 0.863 0.109 0.893 0.640 0.946 0.052 0.946 0.959 3 1 46 -6.2 13.3 5746.8 AISC DG-16/Thin plate 0 863 0.109 0.893 0.640 0.946 0.052 0.903 0.959 4 2 102 -1.9 3.0 1224.4 AISC DG-16/Thin plate 0 477 0.040 0.814 0.647 0.957 0.039 0.959 0.959 5 1 102 -1.9 3.0 1224.4 AISC DG-16/Thin plate 0.477 0.040 0.814 0.647 0.957 0.039 0.959 0.959 6 2 7 -3.6 5.9 621.2 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 7 1 7 -3.6 5.9 621.2 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 8 2 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 9 1 8 -4.2 5-5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 10 2 100 -2.3 3.1 1236.3 AISC DG-16/Thin plate 0.479 0.042 0.817 0.647 0.957 0.041 0.959 0.959 11 1 100 -2.3 3.1 1236.3 AISC DG-16/Thin plate 0.479 0.042 0.817 0.647 0.957 0.041 0.959 0.959 12 2 45 -7.5 13.5 5825.5 AISC DG-16/Thin plate 0.870 0.11 0.89 0.645 0.954 0.052 0.91 0.959 13 2 45 7.5 13.5 5825.5 AISCDG-16/Thin late 0.870 0,110 0.89 0.645 0.954 0.052 0.954 0.959 Inside Flan e Required Strength Strength Ratios* Mem it. Ld I Axial I Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No No. Cs (k) (k) (in-k) Proc. Tension Shear Bendin Yieldin Rupture I Tearing Weld Weld File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 773 7 Calculations Package Time:04:30 PM Page: 142 of 169 2 2 47 3.1 5.8 5119.7 AISC DG-16/Thin plate 0.803 0.047 0.831 0.596 0,881 0.022 0.880 0.959 3 1 47 3.1 5.8 5119.7 AISC DG-16/Thin plate 0.803 0.047 0.831 0,596 0.881 0.022 0.980 0.959 4 2 37 -0.7 1.2 1794.9 AISC DG-16/Thin plate 0,384 0.010 0.967 0.647 0.957 0.008 0.959 0.959 5 1 37 -0.7 1.2 1794.9 AISC DG-16/Thin plate 0,384 0,010 0.967 0.647 0.957 0.008 0.959 0.959 6 2 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0 367 0.182 0.934 0.000 0,000 0.174 0.959 0.719 7 1 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.934 0.000 0.000 0.174 0.959 0.719 8 2 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 9 1 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0,000 0.000 0.170 0.959 0.719 10 2 38 -0.3 12 1810.8 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 11 1 38 -0.3 L2 1810.8 AISC DG-16/Thin plate 0,389 0.010 0.981 0.647 0.957 0.008 0.939 0.959 12 2 48 4.3 6.0 5198A AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.858 0.959 13 1 2 148 1 4.31 6.01 5198.41 AISC DG-16/Thin plate 1 0.9201 0.049 0.842 0-608 0.899 0.023 0.899 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. it. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange�jWebNo No. CS (k) (k) Cs (k) (k) Tension Shear v+T Bendin Yieldin Bearin WeldWeld15 2 41 -13.0 0.1 19 12. 0.0 0.404 0.005 0000 0.096 0,052 0.001 0.450.004 Flan!c Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 19/0/0 19/0/0 GFB3011 1.463 98 2 3/0/0 23/0/0 (2)GFB5006 0.795 98 3 0110/5 60/10/4 (2)GFB5067 0.514 0 4 3/11/9 46/l/O GFB5045 0.574 102 4 8/11/9 41/l/O GFB5006 0.552 5 5 8/11/9 31/l/O GFB4041 0.572 5 6 3/11/9 16/l/O GFB3116 0.300 8 7 3/11/9 6/l/0 GFB2087 0.963 7 7 8/11/9 1/1/0 (2)GFB3077 0.739 6 8 1/0/7 1/1/0 (2)GFB3077 0.739 5 9 1/0/7 11/1/0 GFB2087 0.492 7 10 1/0/7 21/l/O GFB4041 0.476 7 10 11/0/7 31/l/O GFB4041 0.572 6 11 1/0/7 41/l/O GFB5006 0.560 100 12 6/0/7 56/l/O GFB5067 0.846 100 12 10/9/12 60/10/4 (2)GFB5067 0.519 96 13 3/0/0 23/0/0 (2)GFB5006 0.796 96 14 19/0/0 1 19/0/0 1 GFB3011 1.516 96 Frame Desi n Member Summary-Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 19.04 40.50 98 -21-0 -2108.8 0,0 1232 4048.0 539.5 0.61 1 20.04 42.00 6 -6.8 13.0 0.52 2 7.09 42.00 98 -152 -2589.1 0-0 301.7 6430.6 539.9 0.43 2 5.50 42.00 6 -8.5 13.0 0.65 3 2.49 52.00 98 -4.0 -2524.0 0.0 108.1 4066.1 3972 0.64 3 1.62 52.00 6 24.3 24,9 0.98 4 0.00 52.00 102 -2.0 -1609.0 0.0 86.5 2907.1 318.0 0.56 4 0.00 52,00 6 14.4 24.6 0.58 5 8.96 42,00 5 -8.4 2241.7 0.0 83.7 5094.8 308.9 0.49 5 20,00 42.00 5 -9.5 13.0 0.73 6 0.00 42,00 62 7.4 -787.8 0.0 355.8 1167 5 116.0 0.69 6 6.48 31.01 5 -15.1 17.3 0.87 7 9.92 32.37 6 -7.6 -2604.7 0.0 152.5 2799.7 163.9 0.96 7 3.97 27.95 5 -20 2 19.6 1.03 8 0.95 31,67 5 -73 -2326.5 0.0 81.8 2531.8 163.7 0.97 8 5.95 27.95 6 20.2 19.6 1.03 9 10.03 42.00 7 -3.3 1740.8 0.0 85.9 2763.4 116.0 0.65 9 3.55 31.01 6 15.1 17.3 0.87 10 11.04 42.00 6 -8A 2241.7 0.0 160.4 4898.8 308.9 0.48 10 0.00 42.00 6 9.5 1 13.0 0.73 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 surc.ER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM °'"- Page: 143 of 169 11 10.01 52.00 100 -2.5 -1622.9 0.0 83.9 2844.4 318.0 0.59 11 10.01 52.00 5 .14 4 246 0.58 12 6.04 52.00 100 -24 -1890.1 00 1048 3546.9 397.2 0.54 12 11.68 52.00 5 -24 3 24.9 0.98 13 7.08 42.00 96 -155 -2614.0 0.0 3017 6430.6 539.9 0.43 13 5.50 42.00 5 8 5 110 0.65 14 19.04 40.50 96 -21.8 -2084.1 0.0 123.2 4083.0 539.5 0.60 14 20.04 42.00 5 6.8 13.0 052 15 27.13 10.00 5 -50.0 0.0 0.0 61.7 535.8 472.5 0.81 15 27.13 10.00 1 41 00 32.6 0.00 Parameters Used for Axial and Flexural Design Mem Loc Lx Ly/Lt Lb Ag Afn I Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No ft in. I in. in. in.2 in.2 in.4 in.4 m.3 in.3 in.3 in.3 in.4 in.6 1 19.04 32551 228.4 228.4 15.41 4.00 4163.13 42.69 205.59 10.61 233.14 16.35 0.75 17075.3 1.51 0.95 1.00 1.00 0.6 5 2 7.09 325.51 49.0 49.0 15.69 4.00 4521-56 42.69 215.31 10.67 244.8C 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 3 2.49 739.63 177.3 177.3 20,19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.29 1.00 1.00 1.00 0.68 7 4 0.00 739.63 177.3 177.3 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.15 1.00 1.00 1.00 0.67 6 5 8.96 739.63 180.1 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.15 0.89 1.00 1.0 0.68 6 0.00 739.63 180.1 180.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.17 1.00 1.00 0.84 1.00 7 9.92 739.63 22.9 22.9 9.68 1.88 1454.10 7.83 89.83 3.13 106.87 4.97 0.25 2004.27 1.03 0.94 1.00 1.00 0.56 8 0.95 739.63 120.1 120.1 9.55 1.88 1379.64 7.83 87.14 3.13 103.47 4.96 0.24 1916.46 1.81 0.96 1.00 1.00 0.69 9 10.03 739.63 120.3 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.25 0.85 1.00 0.84 0.54 10 11.04 739.63 120.0 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.04 0.89 1.00 1.00 0.60 11 10.01 739.63 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0,77 11979.1 1.16 1.00 1.00 1.00 0.68 6 12 604 739,63 180.1 180.1 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.16 1.00 1.00 1.00 0.52 7 13 7.08 325.51 49.0 49.0 15.69 4.00 4521.56 42,69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 091 1.00 1.00 0.61 7 14 19.04 325.51 228.4 228.4 15.41 4,00 4162.62 4269 205.57 10.67 233.12 16.35 0.75 17073,4 1 53 0.95 1.00 1.00 0.62 6 15 1 27.13 406.86 390. 390.7 9.02 3.751 184.631 62501 36.931 12.50 39.61 18.81 0.37 1447.59 1.00 1.00 1.07 0.9Q 1.0 Deflection Load Combinations-Framin No. Origin Factor DefH Def`V1 Application Description 1 System 1.000 0 180 1.0 L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 W 1> W 1> 4 System 1.000 100 180 0.42<W 1 W 1 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0,42<W2 W2 7 System 1 000 100 180 .42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- ]0 1 System 1 1.000 50 1 0 3.0<E+3.0 EG- l<E+EG- Controlling Frame Deflection Ratios for Cross Section:5 Description Ratio Deflection(in.) IMemberl Joint Load Case Load Case Description Max.Horizontal Deflection (H/49) -7.078 2 1 2 10 <E+EG- Max.Vertical Deflection for Span I (L/I 113) -0.679 5 1 2 SMS Max.Vertical Deflection for Span 2 (L/1113) -0.679 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 10.737(k/in) Fundamental Period(calculated)(T): 1.050(see.) Design Story Drift:3.879(in.) Seismic Drift Ratio:0.559(OK) File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 144 of 169 Wall: 4,Frame at. 251/0/0 Frame Cross Section:4 65 6 11 79f10.75af 5 5_7 r m LL N N m m m m is t 2)GFB (2)GFB GF GFB Y X Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 F-1" 5 2 @ 4'-9 5/16" 6 35-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX021)and 13(CX022):122'-6 13/16" Horiz.Clearance between members 1(CX021)and 14(CX022):122'-7" Horiz.Clearance between members 2(CX021)and 13(CX022):122'-6 5/8" Horiz.Clearance between members 2(CX021)and 14(CX022):122'-6 13/16" Vert.Clearance at member 2(CX021):26-10 3/16" Vert.Clearance at member 13(CX022):26-10 3/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version:2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 145 of 169 Frame Location Des' n Parameters: Location Avg.Ba S ace Description Angle Group Trib.Override Design Status 251/0/0 25/0/0 JMRF Frame 90.0000 Stress Check Desi n Load Combinations-Framing No. Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASLA D+CG+ASLA 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+AASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0D+I.0CG+1.0US1* D+CG+US1* 8 System 1.000 1.0 D+1.0 CG+1.0*US I D+CG+*US 1 9 System 1.000 1.0D+I.0CG+0.6W1> D+CG+Wl> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall: 1 16 System 1.000 0.6 MW MW-Wall:2 17 System 1.000 0.6 MW MW-Wall:3 18 System 1.000 0.6 MW MW-Wall:4 19 System 1.000 0.6D+0.6CU+0.6W1> D+CU+Wl> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 0.6 D+0.6 CU+0.6 VOL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+Wl> 26 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<W1 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR +CG+L+WPR 31 System 1.000 1.0D+I.0CG+0.75S+0.45W1> D+CG+S+Wl> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 VOL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 16 D+0.6 CU+0.91 E>+0.7 EG- +CU+E>+EG- 40 System 1 000 16 D+0.6 CU+0.91<E+0.7 EG- +CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ +CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ +CG+<E+EG+ 43 Special 1.000 16 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 16 D+0.6 CU+1.75<E+0.7 EG- +CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ +CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 O.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- 49 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB 1> D+CG+WPR+WB 1> 50 System Derived 1.000 O.6 D+0.6 CU+0.6 WPR+0.6 WB 1> +CU+WPR+WB 1> 51 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB 1> +CG+L+WPR+WB 1> 52 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB 1> D+CG+S+WPR+WB 1> 53 System Derived 1.000 1.0D+I.0CG+0.6 WPR+0.6<WB1 D+CG+WPR+<WB1 54 System Derived 1.000 0.6D+0.6CU+0.6 WPR+0.6<WBI D+CU+WPR+<WB1 55 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<WB I D+CG+L+WPR+<WB 1 56 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<WB 1 D+CG+S+WPR+<WB 1 57 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB2> D+CG+WPR+WB2> 58 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB2> D+CU+WPR+WB2> 59 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB2> D+CG+L+WPR+W132> 60 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB2> D+CG+S+WPR+WB2> File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BL/TL ER 1 7-01773 7 Calculations Package Time:04:30 PM Page: 146 of 169 61 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<WB2 D+CG+WPR+<W132 62 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<W132 D+CU+WPR+<WB2 63 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<WB2 D+CG+L+WPR+<W132 64 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<W132 D+CG+S+WPR+<W132 65 System Derived 1.000 1.0 D+1.0 CG+0.6 VOL+0.6 W133> D+CG+WPL+WB3> 66 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 W133> D+CU+WPL+WB3> 67 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB3> D+CG+L+WPL+WB3> 68 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+WB3> 69 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<WB3 D+CG+WPL+<W133 70 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 71 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<W133 D+CG+L+WPL+<W133 72 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<W133 73 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 W134> D+CG+WPL+WB4> 74 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 W134> +CU+WPL+WB4> 75 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB4> D+CG+L+WPL+WB4> 76 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 W134> D+CG+S+WPL+WB4> 77 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<WB4 D+CG+WPL+<W134 78 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB4 D+CU+WPL+<WB4 79 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<W134 D+CG+L+WPL+<WB4 80 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<W134 D+CG+S+WPL+<WB4 81 System Derived 1.000 0.6 MWB MWB-Wall: 1 82 System Derived 1.000 0.6 MWB MWB-Wall:2 83 System Derived 1.000 0.6 MWB MWB-Wall:3 84 System Derived 1.000 0.6 MWB MWB-Wall:4 85 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 86 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273 EB> D+CG+E>+EG++EB> 87 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 88 System Derived 1.000 1.0D+I.0CG+0.91<E+0.7 EG++0.273EB> D+CG+<E+EG++EB> 89 System Derived 1.000 .6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 EB> D+CU+E>+EG-+EB> 90 System Derived 1.000 .6 D+0.6 CU+0.91 E>+0.7 EG-+0.273 EB> D+CU+E>+EG-+EB> 91 System Derived 1.000 .6 D+0.6 CU+0.273<E+0.7 EG-+0.91 EB> D+CU+<E+EG-+EB> 92 System Derived 1.000 .6 D+0.6 CU+0.91<E+0.7 EG-+0.273 EB> D+CU+<E+EG-+EB> 93 Special 1.000 1.0 D+1.0 CG+1.75 EB>+0.7 EG+ D+CG+EB>+EG+ 94 Special 1.000 16 D+0.6 CU+1.75 EB>+0.7 EG- D+CU+EB>+EG- 95 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91<EB D+CG+E>+EG++<EB 96 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273<EB D+CG+E>+EG++<EB 97 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91<EB D+CG+<E+EG++<EB 98 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273<EB D+CG+<E+EG++<EB 99 System Derived 1.000 .6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 <EB D+CU+E>+EG-+<EB 100 System Derived 1.000 .6 D+0.6 CU+0.91 E>+0.7 EG-+0.273<EB D+CU+E>+EG-+<EB 101 System Derived 1.000 .6 D+0.6 CU+0.273<E+0.7 EG-+0.91<EB D+CU+<E+EG-+<EB 102 System Derived 1.000 .6 D+0.6 CU+0.91<E+0.7 EG-+0.273<EB D+CU+<E+EG-+<EB 103 Special 1.000 1.0 D+1.0 CG+1.75<EB+0.7 EG+ D+CG+<EB+EG+ 104 1 Special 1 1.000 .6 D+0.6 CU+1.75<EB+0.7 EG- D+CU+<EB+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No (in.) (in.) (in.) (in.) (in.) (8) O (ksi) (ksi) Jt.I Jt.2 1 8.00 0.5000 0.1875 12.00 4200 20.00 893.5 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 42.00 4200 11.21 670.9 55.00 55.00 SS KN 3P 3 6.00 0.6250 0.2500 52.00 5200 14.91 859.6 55.00 55.00 KN SS 3P 4 6.00 0,5000 0.2500 52.00 42.00 10.00 624.4 55.00 55.00 SS SP 3P 5 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 25.00 10.00 330.4 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32.37 10.00 320.8 55.00 55.00 SP SS 3P 8 500 0.3750 0.1875 32.37 25.00 10.00 320.8 55.00 55.00 SS SP 3P 9 6.00 0.2500 0.1875 25.00 42.00 10.00 330.4 55.00 55.00 SP SS 3P 10 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SS SP 3P 11 6.00 0,5000 0.2500 42.00 52.00 10.00 624.4 55.00 55.00 SP SS 3P 12 6.00 06250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 SS KN 3P 13 800 0.5000 0.1875 42.00 42.00 11.21 670.8 55.00 55.00 SS KN 3P 14 8.00 05000 0.1875 12.00 42.00 20.00 899.1 55.00 55.00 BP SS 3P 15 10.00 1 0.3750 1 0.1644 1 10.00 1 10.00 1 32.56 1034.2 55.00 55.00 BP CP 3P Total Frame Weight=10359.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 I Joint 2 15 No Yes File: 17-017737 Version:2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 147 of 169 Boundary Condition Summary Member X-Loc Y-Loc Su .X I Su pp.Y Moment I Displacement X(m.) I Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes I Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:4 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl-Grid2 4-A 4-13 4-C Base Plate W x L(in.) 9 X 13 12 X 11 12 X 13 Base Plate Thickness(in.) 0.500 0.500 0.500 Anchor Rod Qty/Diam. (in.) 4-1.250 4-0.750 4-1.500 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Hz Vy Hx Vy Hx Hz V D Frm 1.18 5.16 - 6.80 -1.18 - 5.16 CG Frm 0.78 - 2.60 - 4.62 -0.78 - 2.60 L> Frm 3.14 - 10-40 - 18.50 -3.14 - 10.40 <L Frm 314 - 10.40 - 18.50 -3.14 - 10.40 ASLA Frm 1.57 - 0.20 9.25 -1.57 10.21 AASL Fnn 1.57 - 10.21 925 -1.57 0.20 SMS> Frm 6.54 - 21.67 38.54 -6.54 - 21.67 <SMS Frm 6.54 - 21.67 38.54 -6.54 - 21.67 US 1* Frm 2.34 - 3.10 17.35 -2.34 - 11.36 - *us 1 Frm 2.34 - 11.36 17.35 -2.34 - 3.10 - W1> Frm -10.66 - -21.41 -28.23 -2.88 - -11.30 - <W1 Frm 2.88 - -11.30 -28.23 10.66 - -21.41 - W2> Frm -11.06 - -12.58 - -15.00 -2.48 - -2.47 - <W2 Frm 2.48 - -2.47 - -15.00 11.06 - -12.58 - WPL Frm -0.27 - -14.01 - -26.39 -0.58 - -20.55 - WPR Frm 0.59 -20.55 - -26.39 0.27 - -14.01 - MW Frm - - - - - - - MW Frm 434 2.35 -1.18 9.23 -1.18 - MW Frm - - - - - MW Frm -9.23 -1.18 -1.17 -4.34 2-35 - CU Frm - - - - - - - L Frm 314 10-40 18.50 -3.14 10.40 - S Frm 3.11 1031 18.34 -3.11 10.31 - E> Frm -12.98 -3.08 -0.09 -12.34 - 3.18 - EG+ Fnn 0.35 115 2.05 -0.35 - 1.15 - <E Frm 12.98 - 3.08 0.09 12.34 - -3.18 - EG- Frm -0.35 - -1.15 -2.05 0.35 - -1.15 - WBl> Brc 0.07 - 14.34 -0.35 -0.07 - 13.33 - <WB1 Brc 0.23 11.13 -14 34 -0.02 -0.23 10.30 -13.11 - WB2> Brc 0.07 - 14-49 -0.35 -0.07 - 13.48 - <WB2 Brc 0,23 11.13 -14.49 -0.02 -0.23 10.31 -13.26 - WB3> Brc 0.07 13.62 -0.36 -0.07 - 14.68 - <WB3 Brc 022 10.27 -13.51 -0-02 -0.22 11.17 -14.57 - WB4> Brc 007 - 13.62 -0.36 -0.07 - 14.68 - <WB4 Brc 0.22 10.27 -13.51 -0.02 -0 22 11.17 -14.57 - MWB Brc 0.05 - 11.46 -0.29 -0 05 11.43 - MWB Brc - - - - - MWB Brc 0.18 9.05 -11.42 -0.02 -0.18 909 -11.39 - MWB Brc - - - - - - - - - - EB> Brc 0.17 -0.01 33.85 - -0.89 -0.17 -0.02 36.56 - - <EB Brc 056 26.34 -33.73 - -0.05 -0.56 28.53 -36.13 - SMS Frm 1 6.54 21.67 38.54 -6.54 - 21.67 Sum of forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 17.5 17.1 File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM - Page: 148 of 169 CG 0.0 0.0 9.8 9.8 L> 0.0 00 39.3 39.3 <L 0.0 0.0 39.3 39.3 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 00 19.6 19.7 SMS> 0.0 00 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US1 0.0 0.0 31.8 31.8 W1> 13.5 13.5 60.9 60.9 <W 1 13.5 13.5 60.9 60.9 W2> 13.5 13.5 300 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 00 0.0 0.0 MW 13.6 136 00 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 136 0.0 0.0 CU 0.0 0.0 00 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 390 E> 253 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 00 0.0 EG- 0.0 0.0 4.4 4.4 WB1> 0.0 0.0 0.0 27.3 <WB1 0.0 0.0 0.0 27.5 WB2> 0.0 0.0 0.0 27.6 <W132 0.0 0.0 0.0 27.8 WB3> 0.0 0.0 0.0 27.9 <WB3 0.0 0.0 0.0 28.1 WB4> 0.0 0.0 0.0 27.9 <W134 0.0 0.0 0.0 28.1 MWB 0.0 0.0 00 22.6 MWB 0.0 0.0 00 0.0 MWB 0.0 0.0 00 22.8 MW13 0.0 0.0 00 0.0 EB> 0.0 0.0 0.0 69.5 <EB 0.0 0.0 0.0 69.9 SMS 0.0 0.0 81.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural anal-sis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Moen ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case W (k) k) k) (k) (k) On-k) (in-.k) 0/0/0 4-A 22.25 43 24.92 42 1 0.02 93 46.10 103 1 56.74 104 67.81 93 65/6/0 4-13 - - - - - - - 1 12.86 20 49.96 5 131/0/0 4-C 23 80 41 21.13 44 0.04 93 49.93 103 1 60.94 104 72.53 93 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage&pitch standards are based on ACI-318 Appendix D criteria for"cast-in- lace"anchor rods(Min ce=4*drod) X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam_ Pitch Gage Hole Welds to Welds to No. (in.) (in) (in,) Rods (in.) (in.) (in.) Type Flan e Web 0/0/0 4-A 1 0.500 9 13 No 4 1.250 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 4-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 4-C 14 0.500 12 13 No 4 1.500 6.0 6.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case I Maximum Bracin A Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load (k) (k) Case k (k) Case (k) k) Case (k) (k) (k) Case 0/0/0 24.77 14.00 1 42 1.49 -56.70 104 2.42 67.77 93 46.10 -56.70 1.49 104 File: 17-017737 Version:2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Buller M1tanu(acturinp 17-017737 Calculations Package Time:04:30 PM Page: 149 of 169 42 50.03 31/60 0 I 23 63 14 16 141 I Ol 550 I -60 92 2.85 11104 I 2.73 I 722.65 193 49 93 -60.92 I 1.50 ( 104 Base Plate Connection Strength Ratios X-Loc Rod Load Rod ILoad Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension I Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.720 104 0.531 104 0.916 104 - 0 0.524 93 0.933 104 0.566 93 0.783 93 0.775 42 65/6/0 0.012 42 0.334 19 0.334 19 - 0 0.343 5 0.114 19 0.357 5 0.483 5 0.212 5 131/0/0 0.542 104 0.396 104 0.522 104 0 0.421 93 0.804 104 0.859 93 0.839 93 0.739 41 Web Stiffener awmary Mem, Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) I (in.) (in.) I (in.) Descri lion 1 1 S5 18.94 39.477 210.54 N/A N/A 0,3750 6.000 Near F-BS-0.1875,W-BS-0.1875 2 1 S11 Alternate Web Thick= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 2 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 4 1 S5 901 42 021 168.08 N/A N/A 0.3750 6.000 Far F-BS-0.1875,W-BS-0.1875 7 1 S1 626 28 941 154.35 2.25 65.03 0.1875 2.000 Opposite F-0S-0.1875,W-OS-0.1875 Fillet 7 2 S2 9.99 31.746 169.31 N/A N/A 0.1875 2.000 Both F-BS-0.1875,W-OS-0.1250,F-OS-0.1250 8 1 S1 3.95 28790 153.55 1.50 4313 01875 2.000 Opposite F-0S-0.1875,W-0S-0.1875 Fillet I 1 I S5 099 42.021 168.08 N/A N/A 0.3750 6.000 Near F-BS-0.I 875,W-BS-0.1875 13 1 SII Alternate Web Thick= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 13 2 S9 687 41 162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.I 250,F-OS-0.1875 14 1 SS 1 18,94 1 39474 1 210.53 1 N/A N/A 1 0.3750 1 6.000 1 Far F-BS-0.I 875,W-BS-0.1875 Bolted End-Plate Connections(Plate Fy=55.00 ksi End-Plate Dimensions Bolt Outside Flange Inside Flan e Mein. it. Type Thick, Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration Pitches 1 st/2nd No. No. (in.) in.) (in.) (in.) (in.) ID Desc. in. ID Desc. in. 2 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 1 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 4 2 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 5 1 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 6 2 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0 375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3,50/2.00 12 2 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 13 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 15 1 2 1 CP 1 0.500 1 12.00 1 11.00 10.500 1 A325/- 1 3,00 1 11 1 Flush 1 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren h Strength Ratios Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -6.2 13.3 5746.8 AISC DG-16/Thin plate 0.863 0.109 0.893 0.640 0.946 0.052 0.946 0.959 3 1 46 -6.2 13.3 5746.8 AISC DG-16/Thin plate 0.863 0.109 0.893 0.640 0.946 0.052 0.903 0.959 4 2 92 -1.9 3.0 1224.9 AISC DG-16/Thin plate 0.477 0.040 0.814 0.647 0.957 0.039 0.959 0.95 5 1 92 -1.9 3.0 1224.9 AISC DG-16/Thin plate 0.477 0.040 0.814 0.647 0.957 0.039 0,959 0.95 6 2 7 -3.6 5.9 621.2 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.71 7 1 7 -3.6 5.9 621.2 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.71 8 2 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 9 1 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.71 10 2 90 -2.3 3.1 1236.7 AISC DG-16/Thin plate 0.479 0.042 0.817 0.647 0.957 0,041 0.959 0.959 11 1 90 -2.3 3.1 1236.7 AISC DG-16/Thin plate 0.479 0.042 0.817 0.647 0.957 0.041 0.959 0.959 12 2 45 -7.5 13.5 5825.5 AISC DG-16/Thin plate 0.870 0.110 0,894 0.645 0.954 0.052 0.910 0.959 13 1 2 45 -7.5 13.5 5825.5 AISC DG-16/Thin plate 0 870 0.110 0.894 0.645 0.954 0.052 0.954 0.959 Inside Flan e Required Stren h Strength Ratios* Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k in-k) Proc. Tension Shear Bendin Yieldin Ru lure TearingWeld Weld File: 17-017737 Version:2017.Ib Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER sane a„��ra�r�„�fl 17-017737 Calculations Package Time:04:30 PM Page: 150 of 169 2 2 47 3.1 5.8 5119.7 AISC DG-16/Thin plate 0.803 0.047 0.831 0.596 0.881 0.022 0.880 0.959 1 47 3.1 5.8 5119.7 AISC DG-16/Thin plate 0.803 0.047 0.831 0.596 0.881 0.022 0-980 0.959 2 37 -0.7 1.2 1794.9 AISC DG-16/Thin plate 0.384 0.010 0.967 0.647 0.957 0.008 0.959 0.959 1 37 -0.7 1.2 1794.9 AISC DG-16/Thin plate 0.384 0.010 0.967 0.647 0.957 0.008 0 959 0.959 2 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.934 0.000 0.000 0.174 0.959 0.719 1 8 2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.934 0.000 0.000 0.174 0.959 0.719 2 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 1 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 2 38 -0.3 1 2 1810.8 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 1 38 -0.3 1.2 1810.8 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 12 2 48 4.3 6.0 5198.4 AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.858 0.959 13 1 2 148 1 4.31 6.01 5198.41 AISC DG-16/Thin plate 1 0.820 0.049 0.8421 0.608 0.899 0.023 U991 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. it. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs (k) (k) Cs (k) W Tension Shear V+T Bendin Yieldingi Bearing Weld Weld 15 1 2 1 41 -13.01 0.11 19 1 12.91 0.0 OA041 0.0051 0.000 0-0961 0.0521 0.001 0.458 0.004 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 19/0/0 19/0/0 GFB3011 1.523 88 2 3/0/0 23/0/0 (2)GFB5006 0.795 88 3 0110/5 60/10/4 (2)GFB5067 0.514 0 4 3/11/9 46/l/O GFB5045 0.574 92 4 8/11/9 41/l/O GFB5006 0.552 5 5 8/11/9 31/l/O GFB4041 0.572 5 6 3/11/9 16/l/O GFB3116 0.300 8 7 3/11/9 6/1/0 GFB2087 0.963 7 7 8/11/9 1/1/0 (2)GFB3077 0.739 6 8 1/0/7 1/1/0 (2)GFB3077 0.739 5 9 1/0/7 11/l/0 GFB2087 0.492 7 10 1/0/7 21/1/0 GFB4041 0.476 7 10 11/0/7 31/l/O GFB4041 0.572 6 11 1/0/7 41/l/O GFB5006 0.560 90 12 6/0/7 56/l/O GFB5067 0.846 90 12 10/9/12 60/10/4 (2)GFB5067 0.519 86 13 3/0/0 23/0/0 (2)GFB5006 0.796 86 14 19/0/0 1 19/0/0 GFB3011 1.443 86 Frame Design Member Cummary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k I in-k Flexure 1 19.04 40.50 88 -21-0 -2106.4 0.0 123.2 4043.1 539.5 0.61 1 20.04 42.00 6 -6.8 13.0 0.52 2 7.09 42.00 88 -15.3 -2587.2 0.0 301.7 6430.6 539.9 0.43 2 5.50 42.00 6 -8.5 13.0 0.65 3 2.49 52.00 88 -4.0 -2524.9 0.0 108.1 4066.0 397.2 0.64 3 1.62 52.00 6 24.3 24.9 0.98 4 0.00 52.00 92 -2. -1609.6 0.0 86.5 2907.0 318.0 0.57 4 0.00 52.00 6 14A 24.6 0.58 5 8.96 42.00 5 -8.4 2241.7 0.0 83.7 5094.8 308.9 0.49 5 20.00 42.00 5 -9.3 13.0 0.7 6 0.00 42.00 58 7.4 -787.8 0.0 355.8 1167.5 116.0 0.69 6 6.48 31.01 5 -15.1 17.3 0-87 7 9.92 32.37 6 -7.6 -2604.7 0.0 152.5 2799.7 163.9 096 7 3 97 27.95 5 -20 2 19.6 1.03 8 0.95 31.67 5 -7.7 -2326.5 0.0 81.8 2531.8 163,7 0.97 8 5.95 27.95 6 20.2 19. 1 03 9 10.03 42.00 7 -3.3 1740.8 0.0 85.9 2763.4 116.0 0.65 9 3.55 31.01 6 15.1 17.3 0 87 10 11.04 42.00 6 -8.4 2241.7 0. 160.4 4898.8 308.9 0.48 10 0.00 42.0 6 9.5 13. File: 17-01773 7 Version:2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER utler Manufacturing 17-017737 Calculations Package Time:04:30 PM ""B"&" Page: 151 of 169 11 10-01 52.00 90 -2.5 -1623.5 0.0 83.9 2844.5 318.0 0.59 11 10.01 52.00 5 -14A 24.6 0.58 12 0.04 52.00 90 -2.4 -1890.9 0.0 104.8 3547.1 397.2 0.54 12 11.68 52.00 5 -24.3 24.9 0.98 13 7-08 42.00 86 -15.7 -2611.2 0.0 301.7 6430.6 539.9 0.43 13 3.50 42.00 5 8.5 13. 0.65 14 19.04 40.50 86 -21.8 20812 0.0 123.2 4078.8 539.5 0.60 14 20.04 42.00 5 6.8 13_ 0.52 15 27.13 10.00 5 -50.0 0.0 0.0 61.7 535.8 472.5 0.81 15 27.13 10.00 41 0.0 32.6 1 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy I Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. I in. m.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.04 325.51 228.4 228-4 15.41 4.00 4163.13 42.69 205.59 10.67 233.14 16.35 0.75 170753 1.51 0.95 1.00 1.00 0.62 5 ? 7.09 325.51 49.0 490 15.69 4.00 4521.56 42-69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 2.49 739.63 177.3 177.3 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.29 1 00 1.00 1.00 0.68 7 4 0.00 739.63 177.3 177.3 18.75 3.00 6742.06 18.01 259,31 6.02 31706 9.80 0.77 11979.1 1.15 1.00 1.00 1.00 0.67 6 5 896 739.63 180.1 60.0 13.69 3.00 366039 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.15 0.89 1.00 1.00 0.68 6 000 739.63 180.1 180.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.17 1.00 1.00 0.84 1-00 7 9,92 739.63 22.9 22.9 9.68 1.88 1454.1 7.83 89.83 3.13 10687 4.97 0.25 2004.27 1.03 0.94 1.00 1.00 0.56 8 0.95 739.63 120.1 120.1 9.55 1.88 1379.64 7.83 87.14 3.13 103.47 4.96 0.24 1916.46 1.81 0.96 1.00 1.00 0.69 9 10.03 739.63 120.3 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0 15 3931.83 1.25 0.85 1.00 0.84 0.54 10 11.04 739.63 120.0 60-0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.04 0.89 1.00 1.00 060 11 1001 739.63 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.16 1 00 1.00 1.00 0.68 6 12 6.04 739.63 180.1 180.1 20.19 3.75 767222 22.57 295.09 7,52 353.63 12.04 1.24 14890.1 1.16 1.00 1 00 100 0.52 7 13 7.08 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10 67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 100 0.61 7 14 19.04 325.51 228. 228.4 15.41 4.00 4162.62 42.69 205.57 10.67 233 12 16.35 0.75 17073.4 1.53 0.95 1.00 1,10 0.62 6 15 1 27.13 406.86 390. 390.7 9.02 3.751 184.63 62.50 36.93 12.5 39.61 18.81 0.371 1447.59 1.00 1.001 1.071 0.90 1.00 Deflection Load Combinations-Framin No. Origin Factor IDefH Def`Vj Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 W 1> W 1> 4 System 1.000 100 180 0.42<W 1 <W 1 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 ).42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 1 System 1.000 1 50 1 0 13.0<E+3.0 EG- <E+EG- ontrolling Frame Deflection Ratios for Cross Section:4 Description Ratio Deflection(in.) Member Joint Load Case I Load Case Description Max.Horizontal Deflection (H/49) 7.078 2 2 10 <E+EG- Max.Vertical Deflection for Span 1 (L/1113) -0.679 5 1 2 SMS Max.Vertical Deflection for Span 2 (L/I 113) -0.679 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 10.732(k/in) Fundamental Period(calculated)(T): 1.050(sec.) Design Story Drift:3.880(in.) Seismic Drift Ratio:0.559(OK) File: 17-01773 7 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 SUTLER 17-017737 Calculations Package Time:04:30 PM Page: 152 of 169 Wall: 4,Frame at: 276/0/0 Frame Cross Section:3 66.6 11 a Q LL 11 -7911 75 '1' ,i 6 '-i 911 "Q700:1 ' m c?c? m E: m @ m NN d m m IL T LL c? N 1 1 © 12 — El 2)GF6 (2)GFB GFB GFB El Y 14. X L • Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 1'-1" 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX023)and 13(CX024):122'-6 13/16" Horiz.Clearance between members 1(CX023)and 14(CX024):122'-7" Horiz.Clearance between members 2(CX023)and 13(CX024):122'-6 5/8" Horiz Clearance between members 2(CX023)and 14(CX024);122'-6 13/16" Vert-Clearance at member 2(CX023):26-10 3/16" Vert.Clearance at member 13(CX024):26-10 3/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler ManuFacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 153 of 169 Frame Location Design Parameters: Location Avg.Bay Space Description An le Group Trib.Override Design Status 276/0/0 25/0/0 JMRF Frame 1 90.0000 1 Stress Check Design Load Combinations-Framing No Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L +CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASLA D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+AASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> +CG+SMS> 6 System 1,000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System I.000 1.0D+I.0CG+1.0USI* D+CG+US1* 8 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 9 System 1.000 1.0D+1.0CG+0.6W1> D+CG+W1> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR +CG+WPR 15 System 1.000 D.6 MW MW-Wall: 1 16 System 1 000 .6 MW MW-Wall:2 17 System 1.000 .6 MW MW-Wall:3 18 System 1.000 3.6 MW MW-Wall:4 19 System 1.000 D.6D+0.6CU+0.6W1> D+CU+W1> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 0.6 D+0.6 CU+0,6 WPL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+Wl> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W I 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0D+I.0CG+0.75L+0.45<W2 D+CG+L+<W2 29 System 1,000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0D+I.0CG+0.75S+0.45W1> D+CG+S+W1> 32 System 1.000 1.0D+I.0CG+0.75S+0.45<W1 D+CG+S+<W1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1,000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0,45 WPR D+CG+S+WPR 37 System 1,000 1.0D+I.0CG+0.91E>+0.7EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1,.75<E+0.7 EG+ +CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- +CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0,7 EG- +CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ +CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1 I.000 10.6 D+0.6 CU+2.45<E+0.7 EG- ID+CU+<E+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) {in.) (in.) (in (ft) O (ksi) (ksi) Jt.I Jt.2 1 8.00 0.5000 0.1875 12.00 42.00 20.00 889.7 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 42.00 42.00 11.21 670.9 55.00 55.00 SS KN 3P 3 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 KN SS 3P 4 6.00 0.5000 0.2500 52.00 42.00 10.00 624.4 55.00 55.00 SS SP 3P 5 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 25.00 10.00 330A 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32.37 10.00 320.8 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 32.37 25.00 10.00 320.8 55.00 55.00 SS SP 3P File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 154 of 169 9 6.00 0.2500 0.1875 25.00 42.00 10.00 330.4 55.00 55.00 SP SS 3P 10 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SS SP 3P 11 6.00 0.5000 0.2500 42.00 52.00 10.00 624.4 55.00 55.00 SP SS 3P 12 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 SS ICN 3P 13 8.00 0.5000 0.1875 42.00 42.00 11.21 670.8 55.00 55.00 SS ICN 3P 14 8.00 0.5000 0.1875 12.00 42.00 20.00 889.7 55.00 55.00 BP SS 3P 15 10.00 0.3750 0.1644 10.00 10.00 32.56 1034.21 55.00 55,00 BP CP 3P Total Frame Weight=10346.5 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes Boundary Condition Summan• Member X-Loc Y-Loc Su P.X Su pp.Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:3 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl-Grid2 3-A 3-13 3-C Base Plate W x L(in.) 9 X 13 12 X 11 9 X 13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-0.750 Column Base Elev. 100'-01, 100'-0" 100'-0" Load Type Desc. Hx Vy Hx Vy Hx V D Frm 1.18 5.16 - 6.80 -1.18 5.16 CG Frm 0.78 2.60 - 4.62 -0.78 2.60 L> Frm 3.14 10.40 - 18.50 -3.14 10.40 <L Frm 3.14 10.40 - 18.50 -3.14 10.40 ASLA Frm 1.57 0.19 - 9.25 -1.57 10.21 AASL Frm 1.57 10.21 - 9.25 -1.57 0.20 SMS> Frm 6.54 21.67 - 38.54 -6.54 21.67 <SMS Frm 6.54 21.67 - 38.54 -6.54 21.67 USl* Frm 2.34 3.10 - 17.35 -2.34 11.36 *US] Frm 2.34 11.36 - 17.35 -2.34 3.10 Wl> Frm -13.30 -25.84 -33.53 -3,47 -12.70 <Wl Frm 3.47 -12.70 -33.53 13.30 -25.84 W2> Frm -13.70 -17.01 -20.30 -3.06 -3.87 <W2 Frm 3.07 -3.87 -20.30 13.70 -17.01 VOL Frm -1.19 -15.90 -31.58 0.05 -24 60 - WPR Frm -0.05 -24.60 -31.58 1.19 -15 90 MW Frm - - - - MW Frm 4.34 2.35 -1.18 9.23 -1.18 MW Frm - - - - - MW Frm -9-23 -1.18 -1.17 -4.34 2.35 CU Frm - - - - - L Frm 3.14 10.40 18.50 -3.14 10.40 - S Frm 3.11 10.31 - 18.34 -3.11 10.31 - E> Frm -12.98 -3.08 - -0.09 -12.34 3.18 - EG+ Frm 0.35 1.15 - 2.05 -0.35 1.15 - <E Frm 12.98 3.08 - 0.09 12.34 -3.18 - - EG- Frm -0.35 -1.15 - -2.05 0.35 -1.15 - - SMS Frm 6.54 21.67 38.54 -6.54 21.67 - Sum of Forces Willi Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k k k) (k) D 0.0 0.0 17.5 17.1 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 155 of 169 ASLA 0.0 0.0 19.6 19.6 AASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 USl* 0.0 0.0 31.8 31.8 *US 1 0.0 0.0 31.8 31.8 W1> 16.8 16.8 72.0 72.1 <W 1 16.8 16.8 72.0 72.1 W2> 16.8 16.8 41.1 41.2 <W2 16.8 16.8 41.1 41.2 WPL 1.1 1.1 72.0 72.1 WPR 1.1 1.1 72.0 72.1 MW 0.0 00 0.0 0.0 MW 13.6 136 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0,0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0,0 EG+ 0.0 0.0 4.4 44 <E 25.3 25.3 0.0 00 EG- 0.0 0.0 4.4 4.4 SMS 0.0 0.0 81.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analvsis- X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom ecw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 3-A 22.25 43 2492 42 12.41 19 29.42 5 65/6/0 3-13 - - - - - 16.04 20 49.96 5 131/0/0 3-C 23.80 41 2113 44 - 12.41 20 29.42 5 - - Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter age&pitch standards are based on ACI-318 Appendix D criteria for"cast-in- lace"anchor rods(Min s acc=4*drod) X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. (in.) (in.) (in.) Rods (in.) (in.) (in.) Tye Flange Web 0/0/0 3-A 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 3-13 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 3-C 14 0.375 9 13 No 4 0.750 50 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 24.76 14.00 42 7.27 -12.40 19 8.59 29.45 6 0 65/6/0 0.28 13.28 42 0.04 -16.03 19 0.01 50.03 5 0 131/0/0 23.63 14.16 41 7.27 -12.40 20 8.59 29.44 5 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod I Load I Rod Load Rod Load Cone. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.604 42 0.181 19 - 0 - 0 0.228 6 0.363 19 0.178 6 0.340 6 0.775 42 65/6/0 0.012 42 0.417 19 0.417 19 - 0 0.343 5 0.142 19 0.357 5 0.483 5 0.212 5 131/0/0 1.025 41 0.323 20 0.328 20 - 0 0.228 5 0.363 20 0.178 5 0.340 5 0.739 41 Web Stiffener Summary Mem. Stiff Dese. Loc. Web Depth h/t a/h a Thick. I Width Side Welding No. No (ft) (in.) (in.) (in.) (in.) Description 2 1 S11 Alternate Web Thick-= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 2 2 S9 6.87 41.162 219.53 N/A N/A 0-3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 7 1 S1 6.26 28.941 154.35 225 65.03 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 File: 17-017737 Version:2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 SUTLER 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 156 of 169 Fillet 7 2 S2 9.99 31.746 169.31 N/A N/A 0.1875 2000 Both F-BS-0.I 875,W-OS-0.I 250,F-OS-0.1250 8 1 S1 3.95 28.790 153,55 1.50 43.13 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 13 1 S11 Alternate Web Thick.= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 13 2 S9 6.87 1 41.162 1 219.53 1 N/A I N/A 1 0.3125 1 3.000 1 Both I SP-BS-0.2500.W-BS-0.1250.F-OS-0.1875 Bolted End-Plate Connections(Plate F =55.00 kai End-Plate Dimensions Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lst/2nd Configuration Pitches lst/2nd No. No. in.) (in.) (in.) (in.) in.) ID Desc. in.) ID Desc, in.) 2 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 1 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 4 2 SP 0,375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 5 1 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 6 2 SP 0.375 6.00 2843 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 600 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 600 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 47.53 0.750 A325N/PT 3 50 31 Extended 3.50 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 13 2 KN(Face) 0.625 8.00 57.75 0,750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 15 1 2 1 CP 1 0.500 1 12.00 1 11.00 1 0.500 1 A325/- 3 00 1 1 1 Flush 1 3.00 11 1 Flush 3.00 Moment Connections: Outside Flange Required Strength Strength Ratios Mem. it Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) k (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -6.2 13.3 5745.3 AISC DG-16/Thin plate 0.862 0.109 0.893 0.640 0.946 0.052 0.945 0.959 3 1 46 -6.2 13.3 5745.3 AISC DG-16/Thin plate 0.862 0.109 0.893 0.640 0.946 0.052 0.902 0.959 4 2 24 8.4 2.8 1069.0 AISC DO-16/Thin plate 0.501 0.038 0.854 0.647 0.957 0.037 0.959 0.959 5 1 24 8.4 2.8 1069.0 AISC DG-16/Thin plate 0.501 0.038 0.854 0.647 0.957 0.037 0.959 0.959 6 2 7 -3.6 5.9 621.1 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 7 1 7 -3.6 5.9 621.1 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 8 2 8 4.2 5.5 621.1 AISC DO-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 9 1 8 -4.2 5,5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0,071 0.959 0.719 10 2 23 8.3 3.2 1069.0 AISC DG-16/Thin plate 0.500 0.043 0.853 0.647 0,957 0,042 0.959 0.959 11 1 23 8.3 3.2 1069.0 AISC DG-16/Thin plate 0.500 0.043 0.853 0.647 0.957 0.042 0.959 0.959 12 2 45 -7.5 13.5 5824.1 AISC DG-16/Thin plate 0 870 0.110 0.893 0.645 0.954 0.052 0.910 0.95 13 1 2 145 1 -7.5 13.5 5824.1 AISC DG-16/Thin plate 0.870 0.110 0.893 0.645 0.954 0.052 0.953 0.95 Inside Flange Required Stren Strength Ratios* Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) On-k) Proc. Tension Shear 113ending Yielding Rupture Tearing Weld Weld 2 2 47 3.1 5.8 5118.2 AISC DO-16/Thin plate 0.803 0.047 0,831 0.595 0.881 0,022 0.880 0.959 3 1 47 3.1 5.8 5118.2 AISC DO-16/Thin plate 0.803 0.047 0.831 0.595 0.881 0.022 0.980 0.959 4 2 37 -0.7 1.2 1794.6 AISC DO-16/Thin plate 0.383 0.010 0.96 0.647 0.957 0.008 0.959 0.959 5 1 37 -0.7 1.2 1794.6 AISC DO-16/Thin plate 0.383 0.010 0.967 0.647 0.957 0.008 0.959 0.95 6 2 8 -2.4 13.4 548.8 AISC DO-16/Thin plate 0.367 0.182 0.935 0.000 0.000 0.174 0.959 0.71 7 1 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.935 0.000 0.000 0.174 0.959 0.719 8 2 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.902 0.000 0.000 0.170 0,959 0.719 9 1 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.902 0.000 0.000 0.170 0.959 0.719 10 2 38 -0.3 1.2 1811.5 AISC DG-16/Thin plate 0.389 0.010 0,981 0,647 0.957 0.008 0.959 0.959 11 1 38 -0.3 1.2 1811.5 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 12 2 48 4.3 6.0 5197.0 AISC DO-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.858 0.959 13 1 2 148 1 4.3 6.0 5197.0 AISC DG-16/Thin plate 1 0.820 0.049 0.842 0.608 0.899 0.023 0.899 0.959 *Strength ratios shown for the connections are reported as a percentage ofthe system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Stren Ratios Mem. it, Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No Cs (k) (k) Cs (k) (k) Tension Shear V+T Bendin Yielding Bearingi Weld I Weld 15 2 41 13.0 0.1 19 16.0 0.0 0.50 0.005 0.000 0.119 0.065 0.001 0.458 0004 File: 17-017737 Version:2017.1 b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 B(JTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 157 of 169 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 19/0/0 19/0/0 GFB3011 1.433 38 2 3/0/0 23/0/0 (2)GFB5006 0.773 38 3 0/10/5 60/10/4 (2)GFB5067 0.494 0 4 3/11/9 46/l/O GFB5045 0.548 40 5 8/11/9 31/l/O GFB4041 0.717 24 6 3/11/9 16/l/O GFB3116 0.382 24 7 3/11/9 6/1/0 GFB2087 0.963 7 7 8/11/9 1/1/0 (2)GFB3077 0.739 6 8 1/0/7 1/1/0 (2)GFB3077 0.739 5 9 1/0/7 11/l/0 GFB2087 0492 37 10 6/0/7 26/l/O GFB4041 0 688 23 10 11/0/7 31/l/O GFB4041 0 717 23 11 6/0/7 46/l/O GFB5045 0 558 39 12 10/9/12 60/10/4 (2)GFB5067 0.501 37 13 3/0/0 23/0/0 (2)GFB5006 0.772 37 14 19/0/0 1 19/0/0 1 GFB3011 1.418 37 Frame Design Member Summary-Controllina Load Cast and Maximum Combined Stresses per Member(Locations are from Joint 1) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k I in-k k k in-k in-k Flexure 1 19.04 40.50 38 -11.7 -2089.3 0.0 123.2 3931.0 539.5 0.58 1 20.04 42.00 6 -6.8 13.0 0.52 2 7.09 42.00 38 -11.4 -2566.9 0.0 301.7 6430.6 539.9 0.42 2 5.50 42.00 6 -8,5 13.0 0.65 3 2.49 52.00 38 -4.0 -2425.2 0.0 1083 4085A 397.2 0.61 3 1.62 52.00 6 24.3 24.9 0.98 4 0.00 52.0 40 -1.9 -1535.0 0.0 86.5 2908.8 318.0 0.54 4 0.00 52.00 6 14.4 24.6 0.58 5 8.96 42.00 24 8.3 -1242.2 0.0 4353 2223.0 3089 0.57 5 20.00 42.0 5 -9.5 13.0 0.73 6 0.00 42.00 24 8.1 -992.1 0.0 355.8 1172.5 116.0 0.86 6 6.48 31.01 5 -15.1 173 0.87 7 9:92 32.37 6 -7.6 -2604.7 0.0 152.5 2799.7 163.9 0.96 7 3.9 27.95 5 -20.2 19.6 1.03 8 0.95 31.67 5 -7.7 -2326.5 0.0 81.8 2531.8 163.7 0.97 8 5.95 27.95 6 20.2 19.6 1.03 9 10.03 42.00 23 8.1 -992.1 0.0 355.8 1344.0 116.0 0.75 9 3.55 31.01 15.1 17.3 0.87 10 11.04 42.00 23 8.3 -1242.2 0.0 435.3 2229.7 308.9 0.57 10 0.00 42.00 6 9.5 13.0 0.73 11 10.01 52.00 39 -2.4 -1555.7 0.0 86.5 2909.1 318.0 0.55 11 10.01 52.0 5 -14.4 24.6 0.58 12 10.81 52.0 37 -4.4 -2452.4 0.0 108.1 408LI 397.2 0.62 12 11.68 52.0 5 -24.3 24- 0.98 13 7.08 42.0 37 -11.5 -2584.7 0.0 301.7 6430.6 539.9 0.42 13 5.50 42.00 5 8.5 13.0 0.65 14 19.04 40.50 37 -11.8 -2065.0 0.0 123.2 3974.2 539.5 0.57 14 20.04 42.00 5 6.8 13.0 0.52 15 27.13 10.00 5 -50.0 0.0 0.0 61.7 535.8 472.5 0.81 15 1 27.13 10.00 1 41 1 0.0 32.6 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag I Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.04 325.51 228.4 228A 15.41 4.00 4163.13 42.69 205.59 10.67 233.14 16.35 0.75 17075.3 1.47 0.96 1.00 1.00 0.62 5 2 7.09 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 3 2.49 739.63 177.3 177.3 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1-2 14890.1 1.30 1.00 1.00 1.00 0.68 7 4 0.00 739.63 177.3 177.3 18.75 3.00 6742.06 18.07 259.31 6.0 317.06 9.8 0.77 11979.1 1.15 1.00 1.00 1.00 0.67 5 8.96 739.63 180,1 180.1 13.G9 2.38 3660.39 18.02 174.30 6.01 203.3 9.3 0.5 7759.82 1.14 0.99 1.001.00 1.00 File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 158 of 169 6 0.00 739.63 180.1 180.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4A6 0.15 3931.83 1.18 1.00 1,0 0.84 1.00 7 9.92 739.63 22.9 22.9 9.68 1.88 1454.10 7.83 89.83 3.13 106.87 4.97 0.25 2004.27 1.03 0.94 1.00 1.00 0.56 8 0.93 739.63 120.1 120.1 9.55 1.88 1379.64 7,83 87.14 3.13 103.47 4.96 0.24 1916.46 1.81 0.96 1.00 1.00 0.69 9 10.03 739,63 180.3 180.3 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.36 1.00 1.00 0.84 1 DO 10 11.04 739.63 180.1 180.1 13.69 2.38 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.14 0.99 1.00 1.00 1.0 11 10.01 739.63 177.3 177.3 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.15 1.00 1.00 1.00 0.6 6 12 10.81 739.63 177.3 177.3 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.29 1.00 1.00 1.00 0.51 7 13 7.08 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 14 19.04 325.51 228. 228.4 15.41 4.00 4162.62 42.69 205.57 10.E 233.1 16.35 0.75 17073.4 1.48 0.95 1.00 1.00 0.62 6 15 27 13 4U6.86 390. 390.7 9A2 3.751 1 k631 62.501 36.931 12.5 39.611 18.81 0.37 1447.59 1.00 1.00 1.07 0.90 1. Deflection Load Combinations-Bratuiu No. Ori in Factor DefH DefV Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 W1> WI> 4 System 1.000 100 180 0.42<W 1 <W 1 5 System 1.000 100 180 0,42 W2> W2> 6 System 1.000 100 180 .42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 iO E>+3.0 EG- E>+EG- 10 1 System 1.000 50 0 .0<E+3.0 EG- <E+EG- Controlline Frame Deflection Ratios for Cross Section:3 Description I Ratio Deflection(in.) Member Joint Load Case Load Case Description Max.Horizontal Deflection (H/49) -7.076 2 2 10 <E+EG- Max.Vertical Deflection for Span 1 (L/1113) -0.679 5 1 2 SMS Max.Vertical Deflection for Span 2 L/1113) -0.679 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 10.738(k/in) Fundamental Period(calculated)(T): 1.050(sec,) Design Story Drift:3.878(in.) Seismic Drift Ratio:0.559(OK) File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i i Date: 8/29/2017 BUTLER Sutler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 159 of 169 Wall: 4, Frame at: 3011010 Frame Cross Section:2.2 e 65-6' 11 6 Q a m m mm m m• m n co gr I El c� 0 1 t9 S 1 1 GFB GFB GF8 GFB El Y 14 <V O Cl) dL Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 1'-1" 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX025)and 13(CX026):120'-10 13/16" Horiz.Clearance between members 1(CX025)and 14(CX026): 120'-11" Horiz.Clearance between members 2(CX025)and 13(CX026): 120'-10 5/8" Horiz.Clearance between members 2(CX025)and 14(CX026): 120'-10 13/16" Vert.Clearance at member 2(CX025):26-10 3/4" Vert Clearance at member 13(CX026):26-10 13/16' Vert.Clearance at member 15(EPX006):32'-7 11/16' Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: 160 of 169 Frame Location csipn Parameters: Location I Av .Ba S ace IDescription Angle Group Trib.Override Design Status 301/0/0 1 13/6/0 jEndwall Frame na,REW 90.0000 25/0/0 Stress Check Design Load Combinations-FraminE No. Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1,000 1.0 D+1.0 CG+1.0 ASLA D+CG+ASLA 4 System 1.000 1.0 D+1.0 CG+1.0 AASL D+CG+AASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0D+I.0CG+1.0US1* D+CG+USI* 8 System 1.000 1.0 D+1_0 CG+1.0*US 1 D+CG+*US 1 9 System 1.000 I.0D+I.0CG+0.6W1> D+CG+WI> 10 System 1.000 1.0 D+1.0 CG+0.6<W l D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> 0+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 .6 MW MW-Wall: 1 16 System 1.000 .6 MW MW-Wall:2 17 System 1.000 .6 MW MW-Wall:3 18 System 1.000 .6 MW MW-Wall:4 19 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 .6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 .6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 .6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 A D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+Wl> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W 1 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0D+I.0CG+0.75S+0.45W1> D+CG+S+W1> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.OD+I.00G+0.91E>+0.7EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 D.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 D.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 .6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 .6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 .6 D+0.6 CU+2.45<E+0.7 EG- ID+CU+<E+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in.) I (in.) (in.) (in.) (in.) (ft) O (ksi) (ksi) Jt.I Jt2 1 8.00 0.3750 0.2500 12.00 52.00 20-00 954.3 55.00 55.00 BP SS 3P 2 8.00 0.3750 0.2500 52.00 52.00 11.21 814.0 55.00 55.00 SS KN 3P 3 6.00 0.3750 0.2500 52.00 52.00 14.87 725.6 55.00 55.00 KN SS 3P 4 6.00 0.3125 0.2500 52.00 42.00 10.00 551.1 55.00 55.00 SS SP 3P 5 6.00 0.3125 0.1875 42.00 42.00 20.00 812.2 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 24.00 10.00 326.71 55.00 55.00 SS SP 3P File: 17-017737 Version:2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butlor Manufn[tunn0 17-017737 Calculations Package Time:04:30 PM Page: 161 of 169 7 500 0.3750 0.1875 24.00 31,38 10.02 314.6 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 31.38 24.00 10.00 314.0 55.00 55.00 SS SP 3P 9 6.00 0.2500 0.1875 24.00 42.00 10.00 326.7 55.00 55.00 SP SS 3P 10 6.00 0.3125 0.1875 42.00 42.00 20.00 818.1 55.00 55.00 SS SP 3P 11 600 0.3125 0.2500 42.00 52.00 10.00 556.9 55.00 55.00 SP SS 3P 12 600 0.3750 0.2500 52.00 52.00 14.89 726.8 55.00 55.00 SS KN 3P 13 800 0.3750 0.2500 52.00 52.00 11.21 814.0 55.00 55.00 SS KN 3P 14 Soo 0.3750 0.2500 12.00 52.00 20.00 954.3 55.00 55.00 BP SS 3P 15 900 0.5000 0.1875 11.00 11.00 32.64 1234.9 55.00 55.00 BP CP 3P 16 800 0.5000 0.1875 11.00 11.00 33.92 1004.4 55.00 55.00 BP SS 3P 17 800 1 0.5000 1 0.1875 1 11.00 1 11.00 1 33.92 1 1004.4 55.00 55.00 BP SS 3P Total Frame Weight=12253.0 (p) (includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes 16 No Yes 17 No Yes Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su P.YrNo Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes 0/0/0 0/0/0 0.0000 16 32/9/0 0/0/0 Yes Yes 0/0/0 0/0/0 0.0000 0 32/9/0 33/11/1 Yes No 0/0/0 0/0/0 0.0000 17 98/3/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 1 98/3/0 1 33/11/1 1 Yes I No I No 1 0/0/0 1 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:2.2 Type Exterior Column Interior Column Interior Column Interior Column Exterior Column X-Loc 0/0/0 3219/0 65/6/0 98/3/0 131/0/0 Grid] -Grid2 2.2-A A.5-2 B-2 2-13.6 2.2-C Base Plate W x L(in.) 9X13 9X12 10X12 9X12 9X13 Base Plate Thickness(in.) 0.375 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-0.750 4-0.750 4-1.000 Column Base Elev. 100'-0" 100'-01, 1 100'-01, 1 100'-0" 100'-0" Load Type Desc. Hx Vy Hx Hz Vv Hx Hz Vv I Hx Hz Vv Hx I V D Frm 1.37 5.19 - L16 - 6.49 - L16 -1.37 5.19 CG Frm 0.97 2.71 - - - - 4.41 - -0.97 2.71 L> Frm 3.87 10.84 - - - 17.62 - -3.87 10.84 <L Frm 3.87 10.84 - - 17.62 - -3.87 10.84 ASL^ Frm 1.93 0.41 - 8.81 - -1.93 10.42 ^ASL Frm 1.93 10.42 - - - 8.81 - -1.93 0.42 SMS> Fnn 8.06 22.58 - - - - 36.71 - -8.06 22.58 <SMS Frm 8.06 22.58 - - 36.71 - - -8.06 22.58 US1* Frm 2.87 3.42 - - 16.71 - -2.87 11.68 *US1 Fnn 2.87 11.68 - - 16.71 - -2.87 3.42 W1> Fnn -11.75 -22.07 - 13 09 13.10 -26.92 13.09 -1.79 -11.96 <Wl Fnn 1.79 -11.96 - -1178 - -11.79 -26.92 - -11.78 11.75 -22.07 W2> Frm -11.71 -12.97 - - - - -14.22 - -1.84 -2.86 <W2 Frm 1.84 -2.86 - - - - -14.22 11.71 -12.97 WPL Fnn -1.19 -14.56 - - - - -25.30 - 0.33 -21.10 WPR Frm -0.33 -21.10 - - - -25.30 - - 1.19 -14.56 MW Frm - - - - - - - - - MW Frm 4.04 119 - - - - -1.01 - - 9.15 -1.17 MW Frm - - - - - - - - MW Frm -9.15 -1.17 - - - -1.01 - - -4-04 2.19 CU Frm - - - - - - - - - L Frm 3 87 10.84 - - - - - 17.62 - -3.87 10.84 S Fnn 3.84 10.75 - - - - 17.47 - -3.84 10.75 E> Frm -12.99 -3.09 - 9.25 - - 9.25 -0.08 - 9.25 -12.33 3.17 EG+ Fnn 0.43 1.20 - - - - - 1.95 - - -0.43 1.20 <E Frm 12.99 3.09 - -9,25 - - -9.25 0.08 - -9.25 12.33 -3.17 EG- Frm -0.43 -1.20 - - - - -1.95 - - 0.43 -1.20 SMS Frm 8.06 22.58 - - - - - 36.71 - - -8.06 22.58 File: 17-017737 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufaclurinp 17-017737 Calculations Package Time:04:30 PM "`-"-"�"!' '_ Page: 162 of 169 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) k D 0.0 0.0 19.4 16.9 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 ASLA 0.0 0.0 19.6 19.6 AASL 0.0 0.0 19.6 19-7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US1 0.0 0.0 31.8 31.8 Wl> 13.5 13.5 60.9 60.9 <W 1 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.2 13.2 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.2 13.2 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 44 4.4 SMS 0.0 0.0 1 819 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural anal sis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k (k) (k) (k) (k) (k) (in-k) On-k) 0/0/0 2.2-A 2221 43 25.37 42 - - - - 10.13 19 30.49 5 32/9/0 A.5-2 - - - - 16-18 42 16.18 41 - - 1.16 1 32/9/0 33/11/1 6.91 42 7.62 9 1.16 1 - - 65/6/0 B-2 16.19 42 16.19 41 12.26 19 47.61 5 98/3/0 2-B.6 16.18 42 16.18 41 - - 1.16 1 98/3/0 33/11/1 - 6.91 42 7.62 9 1.16 1 - - 131/0/0 2.2-C 24.22 41 21.05 44 10.13 20 30.49 5 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Ga e&tAtch standards are based on ACI-318 AomftDcriteriafor"cast-in-placc"anchor rods{Min ce=4*drod) X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No in.) (in.) (in.) Rods (in.) I (in.) (in.) Type Flange Web 0/0/0 2.2-A 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 32/9/0 A.5-2 16 0.375 9 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 B-2 15 0.375 10 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 98/3/0 2-B.6 17 0.375 9 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 2.2-C 1 14 0.375 9 13 No 4 1.000 5.0 1 5.0 Std I OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadine Maximum Shear Case Maximum Tension Case Maximum Com Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Framc Shea Load (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 25.15 14.16 42 6.22 -10.12 19 10.50 30.51 6 - - 0 32/9/0 8.41 0.70 40 - - 0 - 1.16 1 0.70 8AI 40 File: 17-01773 7 Version: 2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 773 7 Calculations Package Time:04:30 PM Page: 163 of 169 65/6/0 1 8.55 12.47 1 38 1 706 1 -12.24 1 20 1 0.01 1 47,66 1 6 - 0 98/3/0 8.41 0.70 40 - - 0 - 1.16 1 - 0.70 1 8.41 40 131/0/0 23.98 14.29 41 622 -10 12 20 10.50 30,51 5 - 0 Base Plate Connection Streamth Ratios X-Loc Rod Load Rod ILoad Rod Load Rod Load Cone. Loadl Plate Load Plate Load Flange Loadl Web Load Shear Casel Tension ICase V+T Case Bending Case Bearing Case I Tension Case Comp Case Weld Case I Weld Case 0/0/0 0.613 42 0.148 19 0 - 0 0.236 6 0.302 19 0.184 6 0.302 6 0.764 42 32/9/0 0.365 40 - 0 0 0 0.010 1 - 0 0,008 1 0.014 1 0.293 40 65/6/0 0 371 38 0.318 20 0.320 20 - 0 0.359 6 0.266 20 0.450 6 0.509 6 0.290 38 98/3/0 0.365 40 - 0 0 - 0 0.010 1 - 0 0.008 1 0.014 1 0.293 40 131/0/0 1 0.585 41 0.148 20 0 0 1 0.236 5 0.302 1 20 1 0.184 5 0-302 5 0-727 1 41 Web Stiffener Summary Mem Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No No (ft) (in.) (in. (in.) (in-) Description 2 1 S9 6.87 51.429 205.72 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.I 250,F-OS-0.1875 7 1 S1 7.01 28.498 151.99 3.00 85.37 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 7 2 S2 10.02 30.746 163.98 N/A N/A 0.1875 2.000 Both F-BS-0.2500,W-OS-0.I 250,F-OS-0.1250 8 1 S1 4.49 27.379 146.02 1.75 47.85 0.1875 2.000 Opposite F-OS-0.I875,W-OS-0,1875 Fillet 13 1 1 1 S9 1 6.87 1 51.429 1 205.72 1 N/A N/A 1 0.3125 1 3.000 Both SP-BS-0.2500,W-BS-0.I 250,F-OS-0.1875 Bolted End-Plate Connections Plate F•=55.00 ksi End-Plate Dimensions I Bolt Outside Flange. Inside Flan e Mem. A. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Configuration I Pitches Ist/2nd Configuration Pitches lst/2nd No. No. (in.) (in.) (in.) (in) (in.) ID Desc. (in.) ID Deso. (in.) 2 2 KN(Face) 0.750 8.00 54.87 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 3 1 KN(Face) 0.750 8.00 54.88 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 4 2 SP 0.375 600 47.53 0.750 A325N/PT 3.50 31 Extended 3.25 32 Extended 3.25/2.00 5 1 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.25 32 Extended 3.25/2.00 6 2 SP 0.375 6.00 27.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 27.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 2740 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 27.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.500 6.00 43.00 0.750 A325N/PT 3.50 11 Flush 36.13 12 Flush 2.00 11 1 SP 0-500 6.00 43.04 0.750 A325N/PT 3.50 11 Flush 36.13 12 Flush 2.00 12 2 KN(Face) 0 750 8,00 54.88 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 13 2 KN(Face) 0.750 8.00 54.88 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 15 1 2 1 CP 1 0.500 10.00 1 12.00 1 0.500 1 A325/- 1 3.00 1 11 1 Flush 1 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Strength Strength Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -6.7 112 5763.0 AISC DG-16/Thin plate 0.860 0.107 0.866 U00 0.000 0.043 1.000 0.959 3 1 46 -6.7 13.2 5763.0 AISC DG-16/Thin plate 0.860 0.107 0.866 0.000 0.000 0.043 1.000 0.959 4 2 40 -2.0 2.8 1197.7 AISC DG-16/Thin plate 0.464 0.038 0.785 0.405 0.598 0.037 0.799 0.959 5 1 40 -2.0 2.8 1197.7 AISC DG-16/Thin plate 0.464 0.038 0.785 0.405 0.598 0.037 0.799 0.95 6 2 7 -4.6 5.4 633.9 AISC DG-16/rhin plate 0.376 0.073 0.786 0.405 0.598 0.069 0.959 0.719 7 1 7 -4.6 54 633.9 AISC DG-16/Thin plate 0.376 0.073 0.786 0.405 0.598 0.069 0.959 0.719 8 2 8 -5.2 4 8 635.5 AISC DG-16/Thin plate 0.374 0.066 0.776 0.405 0-598 0.062 0.959 0.719 9 1 8 -5.2 4 8 635.5 AISC DG-16/Thin plate 0.374 0.066 0.776 0.405 0.598 0.062 0.959 0.719 10 2 39 -2.2 3 0 1209.7 AISC DG-16/Thin plate 0.867 0.060 0.798 0.000 0.000 0.058 0.799 0.959 11 1 39 -2.2 3.0 1209.7 AISC DG-16/Thin plate 0.867 0.060 0.798 0.000 O.000 0.058 0.79 0.959 12 2 45 -7.9 13.3 5823.2 AISC DG-16/Thin plate 0.865 0.108 0.871 0.000 0.000 0.043 1.00 0.959 13 2 45 7.4 13.3 5823.2 AISC DG-16/Thin late 0.865 0.108 0.871 0,000 0.000 0.043 1.000 0.959 Inside Flan e Required Strength Strength Ratios* Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) I (k) (in-k) Proc. Tension Shear 113ending Yielding Rupture Tearing Weld Weld 2 2 47 3.1 6.0 5049.9 AISC DG-16/Thin plate 0.196 0.049 0.563 0.303 0.40 0.01 0.866 0.959 3 1 47 3.1 6. 5049.9 AISC DG-16/Thin plate 0.796 0.04 0.563 0.303 0.407 0.019 0.959 0.959 4 2 37 -1.2 1.0 1688.5 AISC DG-16/Thin plate 0.4b3 0.01 0.994 0.405 0.59 0.009 0.79 0.959 5 1 37 1. 1.0 1688.5 AISC DG-16/Thin plate 0.4b3 0.010 0.99 0.405 0.598 0.009 0.799 0.959 6 2 8 -3.3 12.9 544.1 AISC DG-16/Thin plate 0.373 0.174 0.951 0.0001 0, 0.1671 0.959 0.719 File: 17-017737 Version:2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM Page: 164 of 169 7 1 8 -3.3 12.9 544.1 AISC DG-16/Thin plate 0.373 0.174 0.951 0.000 0.000 0,167 0,959 0.719 8 2 7 -4.6 12.5 541.8 AISC DG-16/Thin plate 0.361 0.169 0.915 0.000 0.000 0.162 0.959 0.719 9 1 7 -4.6 12.5 541.8 AISC DG-16/Thin plate 0.361 0.169 0.915 0.000 0.000 0.162 0.939 0.719 10 2 38 -0.8 1.0 1700.9 AISC DG-16/Thin plate 0.645 0.014 0,968 0.000 0.000 0.010 0.799 0.959 11 1 38 -0.8 1.0 1700.9 AISC DG-16/Thin plate 0.645 0.014 0.968 0.000 0.000 0.010 0.799 0.959 12 2 48 4.3 6.1 5110.2 AISC DG-16/Thin plate 0.810 0.050 0.573 0.303 0,407 0.020 0.959 0.959 13 2 48 4.3 6.1 5110.2 AISC DG-16/Thin late 0.81 0.050 0.573 0.303 0.40il 0.02 0.8811 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Siren h Ratios i15 . R. Ld Axial ShearLd Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No Cs (k) (k) Cs (k) (k) Tension Shear V+T Bendin Yieldin Bearin Weld Weld 2 45 12.1 9.6 19 12.2 7.3 0.385 0.455 0.40 0.122 0.041 0.092 0.585 0.346 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 19/0/0 19/0/0 GFB4033 0.853 6 2 3/0/0 23/0/0 GFB5067 0.915 6 3 4/9/6 56/l/O GFB5067 0.680 38 4 3/11/13 46/l/O GFB5045 0.446 40 5 3/11/13 36/l/O GFB4053 0.524 5 5 8/11/13 31/l/O GFB4053 0.445 6 6 3/11/13 16/l/O GFB3096 0.292 8 7 3/11/13 6/I/0 GFB2087 0.969 7 7 8/11/13 1/1/0 GFB3087 1.463 6 8 1/0/7 1/1/0 GFB3087 1.462 5 9 1/0/7 11/1/0 GFB2066 0.530 4 10 6/0/7 26/l/O GFB4041 0.434 6 10 11/0/7 31/l/O GFB4053 0.445 6 10 16/0/7 36/l/O GFB4053 0.531 6 11 6/0/7 46/l/O GFB5045 0.452 39 12 6/0/7 56/l/O GFB5067 0.688 37 13 3/0/0 23/0/0 GFB5067 0.912 5 14 1 19/0/0 19/0/0 1 GFB4033 0.843 1 5 Top OF Post Summary X-Loc Grid Top Conn. Condition Flg Mn Rb Allow Comp FB Force FB Angle in FB Typ Purlin Bolt Shear FB/WSF Reaction Force Moment Shear RI R2 Purlin Bearing Bearing 32/9/0 1 A.5-2 7.62 6.78 Stub-2 295.47 9.23 - 16.01 9.23 - - 98/3/0 2-B.6 7.62 1 6.78 Stub-2 295.47 9.23 - 16.01 9.23 - - Frame Design Member Summary Controllinz Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 ) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k I in-k k k in-k I in-k Flexure 1 19.07 50.0 6 -31.3 -1824.9 0.0 92.3 4195.2 353.0 0.73 1 20.07 5100 6 -8,0 24.4 0.33 2 7.14 52.00 6 -30.5 -2811 2 0.0 250.2 6960.1 353.7 0.46 2 5.50 52.00 6 -10.4 24.4 0.43 3 6.85 52.00 38 4.3 -2093.1 0.0 139.5 4524.9 238.8 0.48 3 2.04 52.00 6 24.4 24.4 1.00 4 0.00 52.00 40 -2.0 -1562.9 0.0 117.9 3562.9 195.8 0.45 4 0.00 52.00 6 15.2 243 0.63 5 8.98 42.0 6 -10.5 1916.8 0.0 52.3 3520.9 183.2 0.68 5 20.00 42.0 5 -8.+ 12.7 0,65 6 0.00 42.00 5 -91 1430.7 0.0 41.9 2763.4 116.0 0.68 6 6.50 30.33 5 -14.1 17.7 0.80 7 9.94 31.38 6 -9.6 -2483.2 0.0 1513 2706.4 163.6 0.95 7 8.99 30.67 5 -22.9 22.3 1.03 8 0.96 30.67 5 -9.6 -2218.4 0.0 8 L8 2451.1 1634 0.96 8 0.96 30.67 6 22.9 22.3 1.03 9 10.03 42.00 6 -9 1 1428.7 0.0 41.8 2763.4 1160 0.68 9 3.55 30.37 6 14.1 17.7 0.80 10 6.04 42.00 6 -101 1862.4 0.0 52.2 3520.9 183.2 0.63 File: 17-017737 Version:2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM """ Page: 165 of 169 10 0-00 42.00 6 8; 12.7 0.65 11 10.01 52.00 39 -2.4 -1577.8 0, 117.9 3563.3 195.8 0 45 11 10.01 52.00 5 -15 2 24.3 0 63 12 6.04 52.00 37 4.8 -2111.8 0.0 139.5 4522.8 238.8 0.48 12 10.85 52.0 5 -24.4 24.4 100 13 7.14 52.0 5 -30.5 -2811.5 0.0 250.2 6960.1 353.7 0.46 13 5.50 52.00 10.4 24,4 0.43 14 19.07 50.00 5 -31.3 -1825.1 0.0 92.3 4195.2 353.0 0.73 14 20.07 52.00 8.0 24.4 ().33 15 16.32 11.00 9 5.2 -799.6 0.0 358,9 808.6 661.8 1.00 15 0.00 11.00 39 -8.4 40.8 0.21 16 16.96 11.00 9 -1.2 -798.6 0.0 122.6 10447 530.9 0.77 16 0.00 11.00 40 SA40.8 0.21 17 16.9 11.00 9 -1.2 -798.6 0.0 122.6 1044.7 530. 0.77 17 0.00 1 L00 40 8.4 40.8 0.21 Par:tmeters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx lyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.07 326.50 228.8 228.8 18.31 3.00 6182.76 32.06 247.31 8.02 300.47 12.77 0.54 19740.6 1.66 097 1.00 0.90 0.48 1 2 7.14 326.50 49.7 49.7 18.81 3.00 6802.18 32.07 261.62 8.02 319.04 12.80 0.55 21365.5 1.08 0.88 1.00 0.90 0.47 9 3 6.85 729.68 1200, 1200 17.31 2.25 5802.74 13.57 223.18 4.52 280.32 7.55 0.48 9039.31 1.20 0.91 1.00 1.00 0.55 4 0.00 729.68 120.0 1200 16.59 1.88 5329.63 11.32 204.99 3.77 261.88 6.43 0.39 7558.55 1.10 0.93 1.00 0.96 0.55 5 8.98 729.68 180.1 60.0 11.51 1.88 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.57 1.12 0.85 1.00 0.96 0.65 6 0.00 729.68 180.1 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.13 0.85 1.00 0.84 0.65 7 9.94 729.68 22.9 22.9 9.49 1.88 1350.03 7.83 86.05 3.13 102,10 4.96 0.24 1881.29 1.03 0.95 1.00 1.00 0.57 8 0.9 729.68 120.1 120.1 9.36 1.88 1278.71 7.8 83.39 3.13 98.75 4.95 0.24 1796.01 1.80 0.97 1.00 1.00 0.70 9 10.03 729.68 180.3 60.1 10.78 1.5 2424.08 9.02 115.43 3.01 1433 4.86 0.15 3931.83 1.39 0.85 1,00 0.84 0.65 10 6.04 729.68 180.3 60.0 11.51 1.88 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.57 1.39 0.85 1.00 0.96 0.48 11 10.01 729.68 120.0 120.0 16.59 1.88 5329.63 11.32 204.99 3.77 261.88 6.43 0.39 7558.55 1.10 0.93 1,00 0.96 0.55 12 6.04 729.68 120.0 120.0 17.31 2.25 5802.74 13.57 223.18 4.52 280.32 7.55 0.48 9039.31 1.20 0.91 1.00 1.00 0.44 13 7.14 326.50 49.7 49.7 18.81 3.00 6802.18 32.07 261.62 8.02 319.04 12.8 0.55 21365.5 1.08 0.88 1.00 090 0.47 9 14 19.07 326.50L22 228.8 18.31 3.00 6182.45 32.06 247.3 8.02 300.4 12.77 0.54 19739.7 1.66 0.97 100 0.90 0.48 7 15 16.32 407.36 391.7 10.88 4.50 263.88 60.76 47.98 13.5 51.9 20.34 0.77 1674.57 1.17 1.00 1.08 1.00 1.0016 16.96 407.06 229.0 9.88 4.00 236.29 42.67 42.96 ]0.6 46.6 16.0 0.6 1176.15 1.00 1.00 1.09 1.00 1.0017 16.96 407.06 229.0 9.88 4.00 236.29 42.67 42.96 10.6 46.6 16.09 0.6 ]176.15 1.00 1.0 1.09 1.00 1.00 File: 17-017737 Version:2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. I Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM "�'°'�� Page: 166 of 169 User Defined Frame Point Loads for Cross Section:2.2 side I Units Type I Description Magi I Locl I Offset I H or V I Su pp. Dir. I Coef. Loc. 2000 1 p D support 1.0 19/1/0 N NA Y RIGHT 1.000 WA 2001 D support 1.0 19/1/0 N N Y RIGHT 1.000 WA 6 O Y X Deflection Load Combinations-Framin No. Origin Factor DefH DefV Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> Wl> 4 System 1.000 100 180 0.42<W 1 <W 1 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 50 0 3.0<E+3.0 EG- <E+EG- Controllin;;Frame Deflection Ratios for Cross Section:2.2 Description Ratio I Deflection(in.) IMemberl Joint Load Case Load Case Description Max.Horizontal Deflection (H/48) -7.182 2 2 10 <E+EG- Max.Vertical Deflection for Span 1 (L/1077) -0.698 5 1 2 SMS Max.Vertical Deflection for Span 2 L/I 77 -0.697 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considembl overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 1.012(k/in) Fundamental Period(calculated)(T): 1.057(sec.) since the number is small, standard slots on top of the Design Story Drift:3.907(in.) Seismic Drift Ratio:0.567(OK) two removable EW posts are okay to allow roof beam to deflect vertically without imposing extra aixal load Ion these two standalone posts. File: 17-017737 Version:2017.1 b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM ""°'&-` Page: 167 of 169 Covering-Summary Report Shape: Unit 1 -Building Loads and Codes-Shape:Unit 1-Building City: Arlington County: Snohomish State: Washington Country: United States Building Code:Washington State Building Code 2015 Structural: 1 OAISC-ASD Rainfall:I:0.10 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD fc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering+Second.Dead Load:2.18 psf Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):3.50 psf-USR Wind Load Snow Load Seismic Load Wind Speed:Vult: 110.00(Vasd:85.21)mph Ground Snow Load:pg: 17.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf: 11,90 psf Mapped MCE Acceleration:Ss:107.30%g Wind Exposure:C-Kz:0.995 Design Snow(Sloped):ps: 11.90 psf Mapped MCE Acceleration:S 1:41.80%g Parts Wind Exposure Factor:0.995 Rain Surcharge:0.00 Site Class:Stiffsoil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie: 1.000 Topographic Factor:Kzt: 1.0000 Exposure Factor:2 Partially Exposed-Ce: 1.00 Design Acceleration Parameter:Sds:0.7660 Snow Importance:Is: 1.000 Design Acceleration Parameter:Shc:0.4409 NOT Windborne Debris Region Thermal Factor:Heated-Ct: 1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/6/0 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a: 12/9/0 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.19 psf Fundamental Period Height Used:31/10/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.4466 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.2683 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W Covering Design Loads-Wall:I Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone psf Wl> Standard Spacing is Adequate 22.63 0/0/0 23.000 0.98 OUT -1,440 End Zone psf <W2 Standard Spacing is Adequate 16.97 0/0/0 24,000 0.71 IN 1 080 End Zone psf Wl> Standard Spacing is Adequate 22.63 118/3/0 23.000 0.98 OUT -1,440 End Zone psf <W2 Standard Spacing is Adequate 16.97 118/3/0 24.000 0.71 IN 1.080 Interior Area psf Wl> Standard Spacing is Adequate 18.39 12/9/0 23.000 0.80 OUT -1.170 Interior Area I psf I <W2 Standard Spacing is Adequate 1 16.97 12/9/0 1 24.0001 0.71 IN 1 1 080 Coverinz Desi n Loads-Wall:2 Zone Units I Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone psf W 1> Standard Spacing is Adequate 22.63 0/0/0 23.000 0.98 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 16.97 0/0/0 24.000 0.71 IN 1.080 End Zone psf Wl> Standard Spacing is Adequate 22.63 289/3/0 23.000 0.98 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 16.97 289/3/0 24.000 0.71 IN 1.080 Interior Area psf Wl> Standard Spacing is Adequate 18.39 12/9/0 23.000 0.80 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate 16.97 12/9/0 1 24.000 0.71 IN 1.080 Covering Desi n Loads-Wall:3 Zone Units T Dewi lion Actual Locl Allow. Ratio Dir CocE End Zone psf Wl> Standard Spacing is Adequate 1 22.63 0/0/0 1 23.0001 0.98 OUT -1.440 File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER Butler Manufacturing 17-017737 Calculations Package Time:04:30 PM ..._.,._.._.._...._..._. ' Page: 168 of 169 End Zone psf <W2 Standard Spacing is Adequate 16.97 0/0/0 24.000 0.71 IN 1.0" End Zone psf Wl> Standard Spacing is Adequate 22.63 118/3/0 2 3.000 0.98 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 16.97 118/3/0 24.000 0.71 IN 1.080 Interior Area psf Wl> Standard Spacing is Adequate 18.39 12/9/0 23,000 0.80 OUT -1,170 Interior Area psr <W2 Standard Spacing is Adequate 16.97 12/9/0 24.000 0.71 IN 1.080 Coverin Design Loads-Wall:4 Zone Units I Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone psf W1> Standard Spacing is Adequate 22.63 0/0/0 23.000 0.98 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 16.9 0/0/0 24.000 0.71 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 22.63 289/3/0 23.000 0.98 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 16,97 289/3/0 24.000 0.71 IN 1.080 Interior Area psf Wl> Standard Spacing is Adequate 18.39 12/9/0 23.000 0.80 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate 1 16,97 12/9/0 24.0001 0.71 IN 1.080 Covering Design Loads-Roof:A Zone Units Type Description Actual Loc] Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 21.16 0/0/0 62.000 0.34 IN 0.998 Unbalanced Snow psf *US 1 Standard Spacing is Adequate 13.08 0/0/0 62.000 0.21 IN 0.998 Entire Surface psf SMS Standard Spacing is Adequate 26.15 0/0/0 62.000 0.42 IN 0.998 Unbalanced Snow psf *US1 Standard Spacing is Adequate 9.91 0/0/0 62.000 0.16 IN 0.998 Side Zone psf <W2 Standard Spacing is Adequate 8.74 12/9/0 62.000 0.14 IN 0.480 Side Zone psf Wl> Standard Spacing is Adequate 20.13 12/9/0 31.000 0.65 OUT -1.327 Side Zone psf <W2 Standard Spacing is Adequate 8.74 289/3/0 62.000 0.14 IN 0.480 Side Zone psf Wl> Standard Spacing is Adequate 20.13 289/3/0 31.000 0.65 OUT -1.327 Corner Zone psf <W2 Standard Spacing is Adequate 8.74 289/3/0 62.000 0.14 IN 0.480 Corner Zone psf Wl> Standard Spacing is Adequate 30.66 289/3/0 31.000 0.99 OUT -1.997 Side Zone psf <W2 Standard Spacing is Adequate 8.74 12/9/0 62.000 0.14 IN 0.480 Side Zone psf Wl> Standard Spacing is Adequate 20.13 12/9/0 31 000 0.65 OUT -1.327 Corner Zone psf <W2 Standard Spacing is Adequate 8.74 0/0/0 62.000 0.14 IN 0.480 Corner Zone psf Wl> Standard Spacing is Adequate 30.66 0/0/0 31.000 0.99 OUT -1.997 Interior Area psf <W2 Standard Spacing is Adequate 8.74 12/9/0 62.000 0 14 IN 0.480 Interior Area I Psf Wl> I Standard Spacing is Adequate 17.83 12/9/0 31.000 0.58 1 OUT -1.180 Coverin Desi n Loads-Roof:B Zone Units I Type Description Actual Locl Allow. Ratio Dir. I Coef. Entire Surface psf L Standard Spacing is Adequate 21.16 0/0/0 62.000 0.34 IN 0.998 Unbalanced Snow psf US 1* Standard Spacing is Adequate 13.08 0/0/0 62.000 0.21 IN 0.998 Entire Surface psf SMS Standard Spacing is Adequate 26.15 0/0/0 62.000 0.42 IN 0.998 Unbalanced Snow psf US]* Standard Spacing is Adequate 9.91 0/0/0 62.000 0.16 IN 0.998 Side Zone psf <W2 Standard Spacing is Adequate 8.74 12/9/0 62.000 0.14 IN 0.480 Side Zone psf Wl> Standard Spacing is Adequate 20.13 12/9/0 31.000 0.65 OUT -1,327 Side Zone psf <W2 Standard Spacing is Adequate 8.74 289/3/0 62.000 0.14 IN 0.480 Side Zone psf Wl> Standard Spacing is Adequate 20.13 289/3/0 31.000 0.65 OUT -1.327 Corner Zone psf <W2 Standard Spacing is Adequate 8.74 289/3/0 62.000 0,14 IN 0.480 Corner Zone psf W1> Standard Spacing is Adequate 30.66 289/3/0 31.000 0.99 OUT -1.997 Side Zone psf <W2 Standard Spacing is Adequate 8.74 12/9/0 62.000 0.14 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 20.13 12/9/0 31.000 0.65 OUT -1,327 Corner Zone psf <W2 Standard Spacing is Adequate 8.74 0/010 62.000 0.14 IN 0.480 Corner Zone psf Wl> Standard Spacing is Adequate 30.66 0/0/0 31.000 0.99 OUT -1.997 Interior Area psf <W2 Standard Spacing is Adequate 8.74 12/9/0 62.000 0.14 IN 0.480 Interior Area I psf I Wl> I StandardSpacing is Adequate IT83 12/9/0 1 31.000 0.58 1 OUT -1.180 Panel Data Wall/Roof Type Thickness Finish Color Direction Gable Dir Max.Lenath Wall: I Butlerib II Punched 26 Butler-Cote Cool Birch White Left to Right Left to Right 41/0/0 Location:2 NBBMC-Tilt Wall 7 1/4" psf=90.00 Supported by others=no Location:3 NBBMC-Panel 1 1/2" psf=1.00 Supported by others=no Wall:2 Butlerib II Punched 26 Butler-Cote Cool Birch White Left to Right Left to Right 41/0/0 Location:2 NBBMC-Tilt Wall 5 1/4" psf=80.00 Supported by others=no Wall:3 Butlerib II Punched 26 Butler-Cote Cool Birch White Left to Right Left to Right 41/0/0 Location:2 NBBMC-Tilt Wall 7 1/4" psf=90.00 Supported by others=no Wall:4 Butlerib II Punched 26 Butler-Cote Cool Birch White Left to Right Left to Right 41/0/0 Location:2 NBBMC-Panel 1 1/2" psf=1.00 Supported by others=no Location:3 NBBMC-Tilt Wall 7 1/4" psf=90.00 Supported by others=no Roof:A MR-24 24 AIZn Plain AIZn Right to Left Not Applicable 40/0/0 Roof:B MR-24 24 AIZn Plain AIZn Right to Left Not Applicable 40/0/0 a File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BC/TL ER Butler Manufacturing 1 7-01 7 73 7 Calculations Package Time:04:30 PM "`� Page: 169 of 169 Fastener Data Wall/Roof Tvpe Length Spacing Washers Insul.Block Mod.Ctrl. Ice Damming Wall: 1 Torx CMC SB,CMC SDS Long SB,SDS Stitch Standard Option Yes None No No Stitch Location:2 Not Applicable Location:3 Not Applicable Wall:2 Torx CMC SB,CMC SDS Long SB,SDS Stitch Standard Option Yes None No No Stitch Location:2 Not Applicable Wall:3 Torx CMC SB,CMC SDS Long SB,SDS Stitch Standard Option Yes None No No Stitch (Location:2 Not Applicable Wall:4 Torx CMC SB,CMC SDS Long SB,SDS Stitch Standard Option Yes None No No Stitch Location:2 Not Applicable Location:3 Not Applicable Roof.A Stainless Standard Option Standard Option Yes Thermal Block- No No Tall Clip (Roof:B Stainless Standard Option Standard Option Yes Thermal Block- No No Tall Clip File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Job No 17017737 ASCE 7-05 (IBC 06/09) Page ��'► Wind Load Calculation Date 08/23/17 � EOOE Prep'd By (builder) Rev'd By (project) lRevision Notes: Version 2.2 Building Geometry: Width Length Ridge Loc. Left Ev. Ht. Left Slope Right Slope Right Ev. Ht. 131.0' 302.0' 65.5' 30.0' 3/4:12 3/4:12 30.0' Wind Speed V: 85 mph Gabled MRH=32.05' 0=3.58' 0=3.58' MRH=32.05' Wind Exposure: C Kh=0.9823 Kd=0.85 1= 1.0 h=30.0' Low-Rise Hurricane Prone Region? No Topographic Factor Kzt: 1.0 1 e l Building Usage: 11 General Use Internal Coef.GCpf: t 0.18 Enclosure Classification: Enclosed Velocity Pressure q: 15.52 psf aF 3; __2___ 2 _ ;3_ Output: Pressures Width of Edge Strip a: 12.0 ft r Components&Cladding: Covering(Panels) Secondary(Purlin/Girt) 2 1 1 :2 Span(ft) EWA Span (ft) EWA 3.92 5 20 133 5 8 25 208 ar 3 i 2 2 ,3 7.5 19 30 300 Roof Zones EWA Wall Loads(psf) Roof Loads(psf) (Sq. Ft.) P 4,5 S4 S5 P S1 S2 S3 C1,2 C3 5 16.76 -18.15 -22.34 10.00 -18.31 -30.72 -46.24 -26.38 -43.44 8 16.76 -18.15 -22.34 1000 -18.31 -30.72 -46.24 -26.38 -43.44 19 16.08 -17.48 -21.00 10.00 -17.88 -27.76 -39.04 -25.95 -34.97 133 13.98 -15.38 -16.79 10.00 -16 76 -19.86 -19.86 -23.44 -12.41 208 13.50 -14.90 -15.84 10.00 -16.76 -19.86 -19.86 -21.29 -12.41 300 13.11 -14.51 -15.06 10.00 16.76 -19.86 -19.86---.----19.53-- ---=12.41--- 10 16.76 -18.15 -22.34 10.00 -18.31 -30.72 -46.24 -26.38 -43.44 20 16.01 -17.41 -20.86 10.00 -17.84 -27.45 -38.30 -25.91 -34.10 40 15.27 -16.67 -19.37 10.00 -17.37 -24.18 -30.36 -25.44 -24.76 60 14.84 -16.23 -18.50 10.00 -17.10 -22.27 -25.71 -25.17 -19.30 80 14.53 -15.93 -17.89 10.00 -16.91 -20.91 -22.42 -24.97 -15.42 100 14.29 -15.69 -17.41 10.00 -16.76 -19.86 -19.86 -24.82 -12.41 133 13.99 -15.38 -16.80 10.00 -16.76 -19.86 -19.86 -23.45 -12.41 150 13.86 -15.25 -16.54 10.00 -16.76 -19.86 -19.86 -22.87 -12.41 175 13.69 -15.09 -16.21 10.00 -16.76 -19 86 -19.86 -22.13 -12.41 208 13.51 -14.90 -15.84 10.00 -16.76 -19.86 -19.86 -21.29 -12.41 250 13.31 -14.71 -15.45 10.00 -16.76 -19.86 -19.86 -20.41 -12.41 300 13.11 -14.51 -15.06 10.00 -16.76 -19.86 -19.86 -19.53 -12.41 350 12.95 -14.35 -14.73 10.00 -16 76 -19.86 -19.86 -18.79 -12.41 400 12.81 -14.20 -14.44 10.00 -16.76 -19 86 -19.86 -18.14 -12.41 500 12.57 1 -13.96 -13.96 10.00 -16.76 -19.86 1 -19.86 -17.07 1 -12.41 External Coefficients,GCpf,for Main Wind Force Resisting System (MWFRS): (Design MWFRS Pressure, p=qh[GCpf-GCpi]) Longitudinal Direction(Parallel to Ridge): Transverse Direction(Normal to Ridge): Surface Interior Edge(2a) Surface Interior Edge(2a) Windward Endwall 0.400 0.610 Windward Sidewall 0.400 0.610 Windward 1/2 Roof -0.690 -1.070 Windward Roof -0.690 -1.070 Leeward 1/2 Roof -0.370 -0.530 Leeward Roof -0.370 -0.530 Leeward Endwall -0.290 -0.430 Leeward Sidewall -0.290 -0.430 Sidewalls -0.450 -0.450 Endwalls -0.450 -0.450 Roof Overhang(Max.) -1.370 -1.750 Roof Overhang(Max.) 1 -1.370 -1.750 P-Pressure,S-Suction, C-Overhang;4-Wall Interior,5-Wall Corner(width=a) Box Rib TM wall � AEP L�SPAN Pamled side Box Rib is an economical, structural, exposed-fastener Lap Detail wall panel suitable for general usage. Box Rib(Wall Applications only) Box Rib is idealfor • - o 4'/e" I<- Painted side horizontal wall, ceilingsand soffit 1'/z" � 36" Net Coverage Properties .. Metallic I ----F-Base Steel Yield Tensile wt. + S+ 11- S_ Paint System .Gauge IThickness(in) (ksi) (ks (lbs/ft') (in'7/ft) (inIft) (in4lft) (in 29 0.0139 80 82 0.75 0.0517 0.0453 0.0581 0.0455 AZ50 ColorGuard'xt 26 0.0173 80 82 0.95 0.0731 0.0636 0.0827 0.0633 1 AZ50 Cool Dura Tech'nt 24 0.0232 50 65 1.25 0.0993 0.1001 0.1200 0.1109 AZ50 Cool Dura Tech-5000 22 0.0294 50 65 1.57 0.1289 0.1473 0.1556 0.1557 AZ50 (polyvinylidene fluoride) or 20 0.0354 40 55 1.92 0.1644 0.1869 0.1956 0.1964 G90* Cool Dura Tech'mx 18 0.0459 40 55 2.46 0.2256 1 0.2513 1 0.2522 0.2597 G90 (metallic polyvinylidene) NOTES: The moments of inertia, I'and I-, presented for determining deflection are: (21E nli,B+lGr_)13 *Bare 20 gauge has a AZ50 metallic coating. standard features optional features u Custom manufactured sheet lengths is Short cut sheets from 6'-0"to 1'-0".Additional fees and from 6'-0"to 50'-0". lead times may apply. a Available in 29ga, 26ga, 24ga, and 22ga in standard © 20ga available in standard colors subject to a minimum finishes. (Refer to AEP Span Color Charts for full order size of 4,500 square feet and longer lead times. range of color options, prints, textures, finishes and is 18ga available in bare G-90 galvanized and standard paint systems). colors subject to a minimum order size of 4,500 square U 20ga available in bare ZINCALUME®Plus. feet and longer lead times. n Custom colors,thick film primer and/or clear coat paint ZINCALUME®coated substrate, per ASTM A-792, finishes available. Subject to 4,500 square feet minimum is standard and backed by a corrosion warranty on order.*(See back) painted or unpainted panels. U Perforation options available for an additional c Meets IBC requirements for wall and roof panels in charge. Minimum order size 1,500 square feet. accordance to Chapters 14 & 15. Select from standard perforation patterns with open areas of 7.8%, 13.8%, 23.4%, 30.6% or 41.4%. �: Performance testing: o Crimp curving: • Air-ASTM E283 • Water-ASTM E331 Gauge Maximum Len th Minimum Outside Radius 24 30'-0" 24" Reverse rolled Box Rib available for roof applications. 22 30'4° 24" i See Reverse Box Rib product sheet for more 20 20'-0" 48" 18 20'-0" 48" information. ■ Stucco embossed available on 29ga,26ga,24ga and 22ga.Subject to minimum.order size of 1,500 square feet. pleaseCustomer Service Centers For most current versions of literature Tacoma, :•• 4•55 Fax: 253-272-0791 www.aepspan.com Box Rib TM Wall Pk, AEP SPAN t t r t t t tt Single f 611 271 174 121 68 43 30 17 11 Span U180 - - - - - 36 21 9 5 29 Double f 613 272 174 121 68 44 30 17 11 Span U180 - - - 11 Triple f 766 340 218 151 85 54 38 21 1 14 Span U180 - - - - 19 10 Single f 856 381 244 169 95 61 42 24 15 Span U180 - - - - 51 30 12 6 26 Double f 853 379 243 169 95 61 42 24 15 Span U180 - - - - - Triple f 1067 474 303 1 211 119 7 53 30 19 Span U180 - - - - - - 28 14 Single f 1124 499 320 222 125 80 55 31 20 Span U180 - - - - 69 An 24 Double f 1245 553 354 246 138 89 max S=20.86pSf, 2 Span U180 - - - - - - It IS Oka 1 Triple f 1556 692 443 307 173 111 8 Span U180 - - - - - 37 19 Single f 1654 735 470 327 194 118 82 46 29 Span U180 - - - - 176 90 52 22 11 22 Double f 1748 777 497 345 194 124 86 49 31 Span U180 - - - - - - - - 27 Triple f 2185 971 621 432 243 155 108 61 39 Span U180 - - - - 27 Single f 1679 746 478 332 187 119 83 47 30 Span U180 - - - - 115 67 28 14 20 Double f 1764 784 502 348 196 125 87 49 31 Span U180 - - - - - - - - Triple f 2205 980 627 436 245 157 109 61 39 Span U180 - 49 25 Single f 2257 1003 642 446 251 161 111 63 40 Span U180 - - - - - 158 91 39 20 18 Double f 2332 1037 663 461 259 166 115 65 41 Span I U180 1 - - - - - - Triple f 1 2915 1296 829 576 1 324 207 1 144 81 52 Span U180 1 - - - I - 44 NOTES: LOADING TABLE LEGEND m Top values based on allowable stress. f-Load limited by flexural bending stress L-Span(Inches) Bottom values based on allowable deflection of U180. U180-Load limited by a deflection of 1/180 of the span ra denotes that the allowable load w-Distributed load is limited by the allowable flexural bending stress. w ■ Steel conforms to ASTM A653(Galvanized) Single span L J or ASTM A792(ZINCALUME®)structural steel. w to Tabulated values are for positive(Inward)loading only. Inward Double span 1 1 ■ Values are based on the American Iron and Steel Institute(AISI) Loads �f-L��_L "Cold Formed Steel Design Manual"(2007 Edition). w 1 4 Specifications subject to change without notice. Triple span �L--+J,L L � Inquire with AEP Span representative regarding premium Vintage® and Specialty Prints and Textures availability. Oil Canning:All flat metal surfaces can display waviness commonly referred to as"oil canning". "Oil canning"is an inherent characteristic of steel products,not a defect,and therefore is not a cause for panel rejection. pleaseCustomer Service Centers For most current versions of literature Tacoma, WA& Fontana, CA Phone. 800-733-4955 Fax: 253-272-0791 www.aepspan.com ©2010-2016 ASC Profiles LLC All rights reserved. ZINCALUME®is a registered trademark of BlueScope Steel Ltd.Vintage'°is a registered trademark of Steelscape,LLC. ColorGuard7m is a trademark of Steelscape,LLC 0617 Printed in USA (PS162) 200 BLUESCOPE BUILDINGS NORTH AMERICA, INC FILE NO 17-017737 JOB MADEBY CKD.BY iDATE PAGE OF cszhaw 8; 23 ; 17 1 3 REVI- S an member SION 2 Cold Form Analysis - Girt Span Summary Span_ Load Las Span Max. comb No. Len th Width Left Right Type Ratio no 1 5' 0" 5' 0" 0101, 0' 0" Continuous 0.553 1 2 5' 0" 5' 0" 0101, 01011 Continuous 0.540 1 3 5' 0" 5' 0" 010.. 01011 Continuous 0.553 1 Section Pro erties Span Section Depth Thick Wt/ft Fy FIq Rad Lip Area Ix full ly full No. in. in. Ib/ft) (ksi) (in. in. in.) (in2) (in4) (in4 1 H 125 1.25 0.060 1.35 60.0 2.19 0.13 1.22 0.40 0.11 0.60 2 H 125 1.25 0.060 1.35 60.0 2.19 0.13 1.22 0.40 0.11 0.60 3 H 125 1.25 0.060 1.35 60.0 2.19 0.13 1.22 0.40 0.11 0.60 Brace Locations Span Section Braced Distance (ft) Detail L Size Flange 1 (Standard) 1-11.34.060 Outer (none) Inner (none) 2 (Standard) H1.34.060 Outer (none) Inner (none) 3 (Standard) H1.34.060 Outer (none) Inner none Design Data Summary Combined Axial and Bending Strut Span XM I Act M I All M I Act A I All A I SR I Comb All P 1 2' 0" -2.7 4.9 0.000 4.161 0.545 2 1.420 2 0' 0" -2.5 4.9 0.000 4.161 0.511 1 4.161 3 3' 0" -2.7 4.9 0.000 4.161 0.545 2 1.420 Notes XM = Distance from left support to point of critical moment(feet) Act M = Critical Moment(K-',n) All M = Allowable Moment(K `n) Act A = Actual Axial force (K) All A = Allowable Axial force in the absence of moment(K) SR = Combined Stress Ratio at critical moment Strut = Allowable Axial force in combination with controlling moment due to wind load(K) D:\share\Region order\17017737\17017737 span member.dd BLUESCOPE BUILDINGS NORTH AMERICA, INC FILE NO 17-017737 JOB MADEBY CKD.BY iDATE PAGE OF cszhaw 8 i 23 ! 17 2 3 REW Span member SION 2 Cold Form Analysis - Girt Shear Combined Shear and Bending S an XV Act V I All V CSRV I Comb I XC lAct VC Act MCI All M I CSRC I Comb 1 5' 0" 0.335 1.188 0.282 2 5 0" 0.251 -2.5 4.9 0.553 1 2 0' 0'' 0.279 1.188 0.235 2 0' 0" -0.210 -2.5 4.9 0.540 1 3 0' 0'' 0.335 1.188 0.282 2 0' 0" -0.251 -2.5 4.9 0.553 1 Notes XV = Distance from left support to point of critical shear (in.) Act V = Critical Shear(K) All V = Allowable Shear(K) CSRV = Combined Stress Ratio at Critical Shear XC = Distance from left support to point of critical combined Shear and Bending (in) Act VC = Shear at combined location (K) Act MC = Moment at combined location (K-rn) CSRC = Combined stress ratio at critical combined shear and bending Loading Summary Uniform Loads In ut _ Dead Collateral Live Snow Wind P Wind S 0.00 psf 0.00 psf 0.00 psf 0.00 psf 16.76 psf 22.34 psf Load Combinations Comb Stress Defl. Ld. Factors No Inc. Limit 1 1.00 n/a 1.00 WP 2 1.00 n/a 1.00 WS 3 n/a 90 0.70 W P 4 n/a 90 0.70 WS Panel R Values Comb Sans No. 1 2 3 01 02 0.700 0.700 0.700 03 04 0.700 0.700 0.700 DAshare\Region order\17017737\17017737 span member.dd i BLUESCOPE BUILDINGS NORTH AMERICA, INC FILE NO 17-017737 JOB MADEBY CKD.BY DATE PAGE OF cszhaw 8 23 i 17 3 3 REVI- S an member SIGN 2 Cold Form Analysis - Girt Applied Loads Load Distance (ft) Magnitude Description Type Direction Start End Start End WP -Wind Pressure Wind Pressure Uniform Vertical (Y) 0' 0" 15' 0" -0.084 K/ft -0.084 K/ft S WS -Wind Suction Wind Suction Uniform Vertical (Y) 0' 0" 15' 0" 0.112 K/ft 0.112 K/ft S Support Reactions K Support Reaction Load Combination No I Direction _ 1 2 3 4 1 Horiz 0.000 0.000 n/a n/a 1 Vert 0.168 -0.223 n/a n/a 2 Vert 0.461 -0.614 n/a n/a 3 Vert 0.461 -0.614 n/a n/a 4 Vert 0.168 -0.223 n/a n/a Maximum Deflections Span Comb 3 Comb 4 No Dist Defl Ratio Dist L Defl Ratio 1 2' 3" -0.14" 431 2' 3" 0.19" 323 2 2' 6" -0.01" 5703 2' 6" 0.01" 4278 3 2' 9" -0 14'' 431 2' 9" 0.19" 323 Run Information Program Version : 3. 4. 0. 6 Design Mode : Standard Design Optimization Mode : Design Building Code : IBC 06 Design Spec : AISI 04 Pattern Style : Properties Data File : MISC_2007 Combined Stiffness : Yes Lap Optimization : No Optimization Frame Anchors : None Roof Panel : Wall Panel : Screwdown Member Weight : 20.2 Ibs Brace Wt/purlin (Rows) :0.0 Ibs ( 0 ) Total Weight : 20.2 Ibs DAshare\Region order\17017737\17017737 span member.dd Section: DESIGN PROCEDURES DP 3.16.DA �� Pa4e BLUESCGPE CONNECTIONS 3 of 11 i3Uff.D1NG$ e n Design Aid - Top of Endpost &late 1 (09/13)J A4. 3-Plate Rake Beam Flange Bending PEndpost (ASD), <_ Rn , (LRFD) P aosr a ro b R L J: Ma kips Rake Beam Flange Conn at B.5/13.8, from DSN page� p J Mn =Mn (rake) + Mn (reinforcement ) Post between Purlin -15, max top reaction is 5.04kips Rake Beam Max. Horiz. Force, PH=[Pe Posr- Pcrs], kips when controlled by Rake Beam Top or Bot om Flange Bending 3-Plate Rake Endpost Locations,a ft. trom Nearest Strut Beams 0.50 1.00 1.50 2.00 2.50 Span,L=5.00 ft Rn 192 ob Rn 0 Rn Rn 192 Ob Rn j Rn Rn I S2 Rn Rn Rn 1 S2 i �b% O Rn Rn 1 S2 �b Rn Rn ASD i LRFD i LSD ASD ': LRFD ; LSD ASD i LRFD SD ASD LRFD LSD ASD ' LRFD LSD 5 x 0.1345" rake fig. 5.70 8.56 8.56 3.20 j 4.82 i 4.82 2.44 ': 3.67 3 67 2.14E 3.21 3.21 2.05 3.08 3.08 +Reinf. A 18.84 28.28 31.68 16.93 25.44 25.44 12.90 19.38 19 8 11.28 € 16.96 16.96 10.83 16.28 16.28 +Reinf. B 9.15 13.72 i 11.43 10.29 15.44 12.86 11.76 17.64 14. 0 13.72 20.58 ' 17.15 15.16 i 15.16 15.16 5 x 3116" i rake fig. 7.94 j 11.94 ; 11.94 4.47 6.71 6.71 3.40 l 5.12 5.12 2.98 4.48 4.48 2.86 4.30 4.30 +Reinf. A 18.84 28.28 31.68 18.19 27.34 27.34 13.86 20.83 `: 20.8 12.13 18.23 i 18.23 11.64 17.50 17.50 +Reinf. B 9.15 13.72 ` 11.43 10.29 15.44 12.86 11.76 i 17.64 ` 14.70 13.72 i 20,58 ' 17.15 15.16 15.16 15.16 5 x 114" rake fig. 10.59 15.91 15.91 5.96 8.95 8.95 4.54 6.82 6.82 3.97 5.97 5.97 3.81 5.73 5.73 +Reinf. A 18.84 28.28 ' 31.68 18.84 28.28 29.58 14.99 i 22.53 22.53 13.12 19.72 i 19.72 12.59 18.93 18.93 +Reinf. i B 9.15 i 13.72 ; 11.43 10.29 15.44 12.86 11.76 17.64 i 14.70 13.72 1 20.58 1: 17.15 15.16 ' 15.16 15.16 5 x 5116" ':rake fig. 13.24 j 19.89 19.89 7.44 11.19 11.19 5.67 8.53 8.53 'ti'4.96 7.46 i 7.46 4.76 7.16 7.16 +Reinf. A 18.84 j 28.28 31.68 18.84 28.28 31.68 16.13 24.24 24.24 14.11 21.21 21.21 13.55 20.36 20.36 +Reinf. B 9.15 13.72 ' 11.43 10.29 15.44 12.86 11.76 17.64 14.70 13.72 20.58 ; 17.15 15.16 i 15.16 15.16 5 x 318" rake fig. 15.88 23.87 23.87 8.93 13.43 13.43 6.81 j 10.23 10.23 5.96 j 8.95 8.95 5.72 8.59 8.59 +Reinf. A 18.84 28.28 ' 31.68 18.84 28.28 ' 31.68 17.26 ' 25.94 ' 25.94 15.10 ' 22.70 ' 22.70 14.50 21.79 21.79 i i I 1 I 1 I t +Reinf. B 9.15 j 13.72 ; 11.43 10.29 15.44 ' 12.86 11.76 17.64 ; 14.70 13.72 20.58 17.15 15.16 15.16 15.16 6 x 114" rake fig. 15.25 ' 22.92 22.92 8.58 j 12.89 12.89 6.53 9.82 9.82 5.72 8.59 8.59 5.49 8.25 8.25 +Reinf. A 18.84 28.28 31.68 18.84 28.28 j 31.68 16.99 ( 25.54 25.54 14.87 22.34 22.34 14.27 21.45 21.45 +Reinf. B 9.15 13.72 ' 11.43 10.29 15.44 12.86 11.76 ! 17.64 `:, 14.70 13.72 20.58 17.15 15.16 1 15.16 15.16 6 x 5116" i rake fig. 18.84 i 28.28 28.65 10.72 16.11 16.11 8.17 112.28 12.28 7.15 10.74 10.74 6.86 10.31 10.31 +Reinf. A 18.84 28.28 31.68 18.84 28.28 31.68 18.62 27.99 27.99 16.30 24.49 j 24.49 15.64 23.51 23.51 +Reinf. i B 9.15 13.72 ; 11.43 10.29 i 15.44 i 12.86 11,76E 17.64 14.70 13.72 ; 20.58 17.15 15.16 15.16 15.16 6 x 318" rake fig. 18.84 j 28.28 31.68 12.86 19.34 19.34 9.80 14.73 14.73 8.58 12.89 i 12.89 8.23 12.38 12.38 +Reinf. A 18.84 28.28 31.68 18.84 28.28 31.68 18.84 28.28 i 30.45 17.72 i 26.64 26.64 17.02 j 25.58 25.58 +Reinf. B 9.15 i 13.72 i 11.43 1 10.29 15.44 12.86 1 11.76 17.64 14.70 1 13.72 ; 20.58 17.15 15.16 15.16 15.16 Values in bold controlled by (4) %2"A325 post-to-rake beam bolt shear. Reinf.A : 8" x 1/4" Plate Reinf. B : 8'/2" C-0.098" (for rake beam flange width:5 6") Note Reinforcement may be located at either r � bottom or top flange. When printed,this document becomes uncontrolled.Verify current revision number with controlled,on-line document. AULhor: Bob Hodges / Igor Marinovic iection. DESIGN PROCEDURES DP 3.16.DA Page BLUF.SOPE CONNECTIONS 4 of 11 BUILDINGS Design Date n Design Aid - Top of Endpost 1 (09/13) A5. 3-Plate Rake Beam* Flange Bending (Post @ Ridge) a t2PEndpost Rake Beam Flange conn at B/13.8, from model, top L L reaction is 7.66*0.6=4.6kips R R Post at Ridge Rake Beam Max. Force, PEndpost, kips conn at B/2.2, from model, top wh64,controlled by Rake Beam Top or Bottom F1412reaction is 13.1*0.6=7.86ki s 3-Plate Rake Beams a = Span, L=3.00 ft. R" R" R" ASD i LRFD LSD 5 x 0.1345" rake 3.42 i 5.14 5.14 +Reinf. Type A 18.06 27.14 27.14 5 x 3/16" rake .76 7.16 7.16 +Reinf. Type A 18.84 28.28 29.16 5 x 1/4" rake 6.35 9.55 9.55 +Reinf.Type A 18.84 28.28 1 31.55 5 x 5/16" rake 7.94 11.94 11.94 +Reinf.Type A 18.84/ 28.28 31.68 5 x 3/8" rake 9.53+4 14.32 14.32 +Reinf. Type A 18.84 28.28 31.68 6 x 1/4" rake 9.15 13.75 13.75 +Reinf. Type A 18.84 28.28 31.68 6 x 5/16" rake 11.44 17.19 17.19 +Reinf.Type A 18.84 28.28 31.68 6 x 3/8" rake 13.72 ; 20.63 20.63 +Reinf. Type A 18.84 28.28 31.68 *Adequate beam continuity provided by bolted moment connection and rake beam flange reinforcement. When printed,this document becomes uncontrolled.Verify current revision number with controlled,on-line document. A,lh°r: Bob Hodges/ Igor Marinovic Job No 17-017737 AISC 360-05 Page I-Section Member Calculation Date 08/23/17 BLUE [OPIE Prepared By BUILDINGS (builder) Reviewed By (project) lRevision Notes: chord beam w/tiered strut(seisimc load control) version 1 11 _ Compression Flange Section 3-Plate SR Limit 1.03 8.0" x 0.25" Yield Strength Fy 55 ksi A, (inZ) 5.891 17 Tensile Strength F„ 65 ksi Unbrc'd Lx 25.0 ft y Axial Force P �O.O k Unbrc'd L y 12.5 ft _� N `° N Moment Mx 2V k-in Unbrc'd LZ 12.5 ft x n11 l Moment My (Section) O*-in Unbrc'd L b 12.5 ft 3 Shear V 2.� k Kx 1.0 Stiffeners Req'd? N K,, 1.0 IY 8.0" x 0.25" Stiffener Distance a 0.0 in Kz 1.0 Tension Flange Tension Field Action? No\ Cb 1.0 Web to top flange weld (SAW): 1/8" Web to bot flange weld (SAW): 1/8" max strut load Weight: 20.0 Ibs/ft 53kips from model EQ H 1-1 a: 0.636+0.277+0.000 =0.91 51.03, OK Section: Doubly h 11.5 in V,/V, 0.09 <_1.03, OK Symmetric h/t,,, 69.95 V 52.56 kips (G2-1) h o 11.75 in V, 31.48 kips Bendina: A 5.891 inZ P„y 323.98 kips (D2-1) AP: 8.726 ybo, 6.0 in P„ „ 382.89 kips (D2-2) A 1,: 18.031 I x 158.92 in4 P�tens 191.44 kips A : 18.031 I,, 21.338 M4 KL/r 78.81 AP,,.: 86.339 Sxc 26.487 in3 Fex 85.8 ksi (E4-9) 130.886 Sx, 26.487 in3 FCy 46.08 ksi (E4-10) Top Flange: Noncompact Sy�,,,;,,) 5.334 in3 F,� 58.1 ksi (E4-11) Bottom Flange: Noncompact rx 5.194 in F, 46.08 (E3,E4) Web: Compact r,, 1.903 in F,,. 26.76 ksi (E3,E4,E7) Section: Noncompact h, 11.5 in P„ 157.65 ksi (E3-1) r, 2.175 in PC camp 94.4 kips Compression: J 0.0987 03 Mnx 1144.52 kip-in (F3) AY: 10.163 C,,, 736.3 in6 M„,, 257.52 kip-in (F6) A ,,,: 34.214 yo 0.0 in Mix 685.34 kip-in Top Flange: Slender roz 30.601 inZ MCr 154.2 kip-in Bottom Flange: Slender hP 11.5 in P,./P, 0.64 Web: Slender Zx 28.935 in M,,,/M, 0.31 Section: Slender Z, 1 8.078 in M,y/Mc,, 0.0 I Job No 17-017737 AISC 360-05 Page 4 I-Section Member Calculation Date 08/23/17 SWESCOPP Prepared B BUILDINGS (builder) Reviewed B (project) lRevision dotes Section 3-Plate 493/25 from model Self Weight 20.044 plf Self Weight on Major Axis Modulus of Elasticity 29000 ksi Major Axis (x) Min r Axis (y) Self weight 20.044 0.0 plf Span (L) 25.0 12.5 ft Uniform load 19.720 0.0 psf Uniform load trib width 10.53 0.0 ft Partial uniform load 0.0 0.0 psf Partial load length (a) 0.0 0.0 ft Partial uniform load trib width 0.0 0.0 ft Point load#1 0.0 0.0 kips P1 from left support 0.0 0.0 ft Point load#2 0.0 0.0 kips P2 from left support 0.0 0.0 ft Moment of Inertia 158.919 21.338 inA4 Left reaction 2.846 0.0 kips Right reaction 2.846 0.0 kips Moment at 1/4 L 160.099 0.0 k-in Moment at 1/2 L 213.465 0.0 k-in Moment at 3/4 L 160.099 0.0 k-in Maximum Moment 213.465 0.0 k-in Maximum Deflection 0.434 0.0 in Deflection ratio I L/691 I L/9999 P1 a P2 � I L 0 0 v - - c % m I� O NN > o n a O M N y H m t n co 0 Q fA II 11 M V ,� Y y 0) O O (O 00 y C9 C p p y C VC Y Y Y Y Y 00 O O M V (O G 2 u - Z O of ca m Q: Y M o Q w V� Y Y Y Y O II) I� p � M �••' 7 w13 o a 0 3 p r m ri v o o (li 3 oeoM rn aONM 0 Z 0) > (/� i N Of O 117 cam`) 0 0 0 0 0 0 0 d O d K F G1 (0 (O N Gf h a) 0 0 0 0 C) 0 0 O N y N N 0 0 d II _ Z 0. m > > > cm) om > > 3 II II II ❑ 0 � CO N N Q Q Y as > m o N — N C C C C II C m U) ! (M a ti m a N N co I Y i 1 O IY C $ Y 1 r C O O IN n •M 1 a) !O O d O n ! 3 c cm I O C I Y C. i M I N I OOD 12 co G -0 w Y I O d 0 O a)J O I N (A n 11 Q O V N ! LO C) A� V n cu W M y > 1 1 V WWM > I I V1 W ! I d m ra � M LAL' Y N W � �^ Y i � M L � c Gl v in " a *+ Cl) N V Q T o N II c U _ � m Q Y Y o M Y o N O � Y V U N N W IA N V Y� {� o U Ol Io M O M N p LC) M m m CO 2i (9 I` r— 00 a1 O N CV O r o m M tm II II C O , m m N m U- sZ y N d y M (o In N co N 0 II II II a5 a. •N m t6 I� M h N IT t` d1 O N y r• N (jam W Q. Ww c � vmU.) (o (or- w C > cn Iu v m = N m U) G 4N = m r ` Y U -0 a) •� 3 3 LLL t m U V1.r o O F- y O . M O) eD o0 � Q lN6 ❑� LL m � C 2 w CG o 0 0 C 0C 0 � z � Z 0 0 0 00 0 0 a O O � m m M N N E N N p N > O d N o — 0 O M m Vl H [O t nOD OI O Q N II II M V N Y ` W O ap co W Q Z ,rw g 0 O ,C VC Y Y Y Y Y o0 0 0 r M (O m ao Y LL O d 'a Q (6 C C Y Y Y Y op lf) N (O (O O O) 7 O O 3 � .= m M 76 r O N C; IL 3 O N M 01 00 00 M Z G) O N °d `� ` (o (O I- r- N 0) r o rn 01 y > In - ti c crnaou) Ooo 0 oor O d G daw: W y g (O N O) 1- i N J r (n o 0 C) C) 0 C) 0 r O N y N N 0 0 ILII x > O O Z d m > > > > > 3 N CO)o II m II II U) � N N Q Qa IL Y > H N O N V) ! IL ti m C N (y 1 N PI W M � 1 O I 1 Y ' 1 1 t 1 M I Y C rcm . Y a) CD !g ti m N 1 C Ip O d C Ia. 3 ! C N Y I O C 1 Y i 1 N 1 N cn G w Y ! = O C I O N ) 41 11 N Q J a Cl) IY a — > Al U O e- U CX N I 10 O O I I ti O V V ° co I ! LO G7 coLOP co ! ! > I CA co + s C Y O r /1LL Y N �y v Y C L M a Q r O N ++ m � m a Y � N1 O r O U U N y 0 III O V N o�q IN (a M (O M N O r d (fl ro o m�n a0 O r N N O Cl) CIm M .= O ' m m N N m r d N II % N LL h.Q.N o N cc M 0 0 N M N O 11 11 a. 1IIJr = � v ri rit66 o G � > � v m c N (1) cn Y: 0 -0 N �..: V? �' 3 lL t m (n �' P= y La oaoMrnaoao m ❑ U- p gym, ,� o 000000r 3: Z in z o o 0 0 0 0 6 a 1.375" wall rod use 1.5" pin(with 1.5625" pin hole)at top tube plate(1/2" thickness) input cell Rod angle (,(degree) Wall rod size Wall rod loadi rods with horizontal line Fy(ksi) Fu(ksi) IDpin(in) plate thickness t(in) 1.375" 25.73 37 55 70 1.5 0.5 Rod pin hole(in) cosa(rod angle sin(.(rod angle) Lc(in) edge horizontal edge vertical 1.5625 1 0.80 1 0.60 + 2.04 2.25 2.25 (I)Bearing of clevis pin on connection plate(AISC-J3.10) Rn=1.5*Lc*t*Fu<,3.0*d*t*Fu (Eq J3-6b) Rn=1.5*Lc*t*Fu= 107.28 >_3.0*d*t*Fu= 157.50 Kips Rasd=Rn/2 53.64 o k (2)Block shear(tear-out)of clevis pin on connection plate(AISC-J4.3) Vertical direction: Dhole= 1.625 in Anv=[edge vertical-(Dhole/2)]*t= 0.72 in Ant--[edge horizontal-(Dhole"/2)]*t= 0.72 in Agv=edge vertical*t 1.125 in Ubs 1 Rn=0.6*Fu*Anv+Ubs*Fu*Ant<0.6Fy*Agv+Ubs*Fu*Ant (Eq J4-5) Rn= 80.5 <1 87.44 Kips Rasd=Rn/2 40.25 vertical force Horizontal direction: (Eq J4-5) Anv=[edge horizontal-(Dhole/2)]*t= 0.72 in Ant--[edge vertical-(Dhole/2)]*t= 0.72 in2 Agv=edge horizontal 1.125 in Ubs= 1 Rn=0.6*Fu*Anv+Ubs*Fu*Ant<0.6Fy*Agv+Ubs*Fu*Ant Rn= 80.5 <, 87.44 Kips Rasd=Rn/2 40.25 horizontal force Trod-asd= MIN[vertical force/SINa or horizontal/cosa] 50.53 ok 1.375"wall rod use 1.5" pin(with 1.5625" pin hole)at bottom(1/2" thickness) input cell Rod angle a(degree) rods wall rod size wall rod loadin with horizontal line Fy(ksi) Fu(ksi) Dpin(in) plate thickness t(in) 1.375" 25.73 37 55 70 1.5 0- Rod pin hole(in) cos(X(rod angle sinCE(rod angle) Lc(in) edge horizontal edge vertical 1.562.5 1 0.80 1 0.60 2.04 2.25 2.25 (1)Bearing of clevis pin on connection plate(AISC-J3.10) Rn=1.5*Lc*t*Fu,3.0*d*t*Fu (Eq J3-6b) Rn=1.5*Lc*t*Fu= 107.28 >_3.0*d*t*Fu= 157.50 Kips Rasd=Rn/2 53.64 ok (2)Block shear(tear-out)of clevis pin on connection plate(AISC-J4.3) Vertical direction: Dhole= 1.625 in Anv=[edge vertical-(Dhole/2)]*t= 0.72 in Ant--[edge horizontal-(Dhole"/2)]*t= 0.72 in Agv=edge vertical*t 1.125 inz Ubs 1 Rn=0.6*Fu*Anv+Ubs*Fu*Ant,<0.6Fy*Agv+Ubs*Fu*Ant (Eq J4-5) Rn= 80.5 !-,—:z 87.44 Kips Rasd=Rn/2 40.25 vertical force Horizontal direction: (Eq J4-5) Anv=-[edge horizontal-(Dhole/2)]*t= 0.72 in Ant--[edge vertical-(Dhole"/2)]*t= 0.72 in Agv=edge horizontal 1.125 in Ubs= 1 Rn=0.6*Fu*Anv+Ubs*Fu*Ant-0.6Fy*Agv+Ubs*Fu*Ant Rn= 80.5 - 87.44 Kips Rasd=Rn/2 40.25 horizontal force Trod-asd= MIN[vertical force/SINa or horizontal force/cosa] 50.53 ok Job No: 65.3 SQW/Gusset Plate Connection Page. Date: 08/30/17 Design Tool Prepared B P Y: Ref. DP 3.15.2 Reviewed By: Rev: 3.5 Sep-13 Notes: Design Method = ASD Std..Brace Rod 1 '/a Y = 65 ° 3/16 3116 t= 0.375 in M Member Type 3PL i x Member Fig. Tk. 0.375 in. _________:A Member Web Tk 0.1875 in. S5 y=2.5 in. Y Weld Size(16th's) 3 2-sides --'-- --- ------ W=5 in. y= 65.3- 1 TX = 12.88 k i Allowable overstress 1.00 , Fy = 55 ksi i T y = 28.01 k F„ = 70 ksi x=2.5 in. T T= 30.83 kips Reinforced Conrac weld 1/4 L=5 in. + Opposite side 1/4 - - - 1 Bearing -connection clip 80.05 2.00 40.02 kips 0.77 2 Shear/tension yielding -clip 70.25 1.67 42.07 kips 0.73 All strength 3 Shear/tension rupture-clip 64.83 2.00 32.41 kips 0.95 ratios compare applied force T 4 Block shear-connection clip 76.13 2.00 38.06 kips 0.81 to available 6 Clip-to-flange fillet weld 81.89 2.00 40.95 kips 0.75 strength in the 7 Base metal -tension rupture - clip 193.03 2.00 96.51 kips 0.32 same direction 8 Base metal -shear rupture-flange 231.63 2.00 115.82 kips 0.27 9 Conrac flange-to-web weld (Reinforced) 10.92 2.00 5.46 loin 0.97 10 Opposite side flange-to-web weld 10.92 2.001 5.46 win 0.97 Max.stress at 11 Local yielding -web 10.31 1.67 6.19 loin A 12 Base metal -tension rupture -web 13.13 2.00 6.56 loin ❑� Use S5 Stiffeners 6x2X0.1875 (HXWXT)with 3/16 fillet welds (2-side to flange, 1-side. interm.to web) OK for 16.7 kips (ASD) PORT GARDER ARCHITECTS ,tune 10, 2019 PGA 161 Project: A New Building fir Dantrawl Inc- Arlington Permit f 1;92 Site: E221 180'`' Street',NE, Arlington NN'ashington To: Kevin Olander. and Christina Humphrey RE.: Revision ol-the Fast Canopy (-'onnection to 2"€Floor Diapbragnt. Butler Building 'C' channels at jambs of%vindo-w openings conflict with the wood structural connections between the East Canopy diaphragm and the 2`1 Floor diaphragm. This connection revision has been checked by ST- A Engineer of Record for design values. This revision gives specific direction.to Coast Construction to mlt€_,ate the conflicting= C" channels. This submittal with the. attached SDA report for Kevin Olander Wity Building_ Official) and David Spencer at the City of Arlington allow in`,the€3t review and comment if they deem necessary, approval to be included in the permit 171,922) record. Than,you for your t3117e � � J �7 t l Itl~GISY�L'381:® ARCHITECT Doug l-lannam Architect of Record �Ol)(ai AS N,HM M STATE OF WASH IN GTON Reviewed for Building Code Compliance Nl-, t 4{1�ahPA-co______ 06/1 1/19 Signature Date Building Plan Review By SAFEBuilt 1512 VvETMORE AVENUE EVE €RETT. WASHI €!'£i"ION 98201 425 388 5585 l'� t� F � _ - - � � - , - , . 'i � � 1 R t Structural Dcsigp � sso ciatcs 1 j 1.izgriteerirtg Strttctttr•es to Law SDA 8163 Issued: June 6, 2019 AS wnsy Dantrawl Inc. s ' 62XX 180 St.NE, Arlington,WA Subject_Lunch Canopy Shear Connection C 4, 343 SDA Ref. 48163 4lJAL To whom this may concern: JUN O 6 2019 Port Gardner Architects [PGA] has requested structural guidance on the lunch canopy curb and drag connection.The existing girts and metal frame prevent a continuous connection between the mezzanine floor diaphragm and lunch canopy. Structural Design Associates [SDA] has reviewed the existing field information and requested two additional HGA10 clips be installed per the attached sketch. This letter shall be issued to Port Gardner Architects, Geotest. Coast Construction; and the Building Official. Any discrepancies between the site conditions and the description above shall be reported to the engineer. Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely. 1 XJasper Baarbc, ETT. Chris Coy> > i P.E. Plan Review By SAFEBuilt 3(i0�6ltuckcr is°c i;verett,\1 .19S201 Ph:42-)-339-(u^_93 Fax 423-2i2-U9lb sdaeverett.com 1 1 J ul ti � 1 0 — au IA 0 LL-- ■ y■ aL 1 •A��� I I_ ! r 1 I _ L 1� 11 I Id�� I: _11I _ 1 _ Ir • I, I �. ■ 1 �1 I•II I I I I 11111� _ _ 1 16. A 1. 11 I 1 1 Q ME CD O o N z O I O I U 0 0 � � J x z ^ N O z J o QD L7 o �a W N ¢ I Q C> GO I z Q C>-3 O z_ Cl-Lr _ lJ� CZD CD W - - - w � 0 o w Q dew U I � z y4 hN- W Z Plan Review - - - - - - - - - = = i - - - Py % FEBuilt i� � . , . z � _ � � _ _.- , � � r �� i � '. i II � ,+ � 1 ^ � 1 i I 'I � ! �:� i .I �� ., . �, _ +; �� ,, _ .a . � � r _ i CONT. CURq FLASH'G OVER CANT STRIP AND INN. 3 UP 412 CONT. 412 AT WALL EXTEND EPDM AND 30# FELT UP AND OVER CA�JT STRIP / Cl1RB TYP. t12) H G11t�7 � �NCb OfLAYS PROVIDE L90 CUP AT 24' O.C. EQ UI�ILr SPAGED LM UU L2) — PFIR SAYJ , PROVIDE TAPERED COVER BDARD FOR CRICKV AS REQUIRED. Sx4 HF 2 (FIAT 1/2' CDX OVER CAR DECK'G 14;" BUM DTWN FL 8d fi' EDGE AND 8d ff FIELD N JLM %BTH'G AND 412 `��rr' Y TO CAR DECK` 8d AT 6' O.C. MEND PLYWOOD TO OF GIRT. TYP. CAR DECK'G SEI E FIR57 QM OF CAR DECK`G TO 4x12 W1 S`LG SDWH HDG TMM CM. LVL R6i JOLT SCREWAT 16"O.C. Tl1'. CONT. SEALANT. PROVIDE CLOSURE FLASH'G AND NEOPRENE AT MTL SUNG ALONG FULL LD+IGTH OF ROOF CANOPY TYP. —' (3) ROWS 8d AT 6' O.C. SfAGGARD SW PER SCHED P I P ��l Plan Review By SAFEBuilt 11 - O L - 11 i 9F7 IL 7 ` . � r Em F r . !— 1 '1 1 . �� 1d7.1 • ' ' . 1 l • ■ 1• ■ NJ •ol AN '■■ % ' 700 . 1 11 : 1 r• ■ • I" ■ ti ■ 1 r' r 1 I • yr r • Irt a. . w 7 7 � a T INN W�flfn J 2 (J f`V U IyJ • L�.l� _c7 o p I z O }— y � 4 yWCD j fl] O � w a`E, }g=Go �Z k— =, 6 N �Td CC w U ,d d U p W O'A _ p U f1i [/]H lf J 2-3� V`J Cl— Go Q U 's TW II �_ J $AW.]tz 0 I LA +- V � O O I L© m� K Qt�n J a � CD x o CV U 8J 1 , � �t WJ2 W � �a�1 aD m LAI �W U O m 4 1 � Q CD I� • Plan Review By SAFEBuilt I - I ',I � I '1 1 -I r _ � - I 1 V _ � 1 • . I 1 I 1 • I I I •1 � _ • I I • _ 17 I L 1 I . ,_ CuN�r� c�o�Y CAaID Pr UyOT1d = 19' + I`+" = 29" SAY 30" NGAIO L9 0 24i" r+t�� sr,.c r�uL -CC29/2) /(16'/2 x I z,J_' - �Z u% k�, SpII� scrc�s SPAcuJ4 RIR ! U LCG NOG LH O b!$ 13 @ 14" O/f m z F V LL S N KA& b� 41t= '81t6� It76Z ._1 x 13 x I.2S x 3 SI 97 ► 1 EGAiv V2 = � PCs = s�ti7/� = 14 PC-Is 12 AOL r ok Lg o Va : 1040 if 2 AAZV4 pap Pc& �L��°cAc� Nl��-cd Leo ,SP%CXA J< 72) � ! Plan Review By SAFEBuilt i u L 7e PORT GARDNER ARCHITECTS Junk: 10,2019 PGA 16 1 Project: A New Building for Dantrmvi Inc. Arlington 1'Lmilt fit 792 Site: 6221 180'h Street NE, Arlington Washington To: Kevin Olander. and Christina I-Itlmphre}; RE: Revision ol'the 1?ast Canopy (_onnectuon to 2"`'Floor I)iapbragnt. Butler Building `C' channels at jambs of kvindow openings conflict vNith the«wood structural connections between the East Canopy diaphragm and the 2``;1 Fluor diaphragm. This connection revision has been checked by SDA Ert�ineLr of Record for design 1 clues. This revision �--iVes specific direction to Coast Construction to mitioate the conflictims 'U channels. This sa.ubrnittal with the attached S1)A report. for Kevin 1;_Dlander(Fitt• Building Official) and David Spencer at the CAN, of Arlington a llov�imy theta rev-ie", and comment if they deem necessary, approval to be included in the permit (41792) record. Thank y'au far your time �7s FA-RGCI Tt�tr®ITEc'� I�oug I�iannan� Architect of Record �OUGLAS N,nj Reviewed for Building Code Compliance C_�a_AIi(fa Al- 06/11/19 Signature Date Building Plan Review By SAFEBuilt 1512 WETMORE AVENUE EV FRi-,. CT. WASHINGTON 98201 425 3- 88 5588 • 1 _ � � � � � � � � � � � � � � � _ � r �4 j � � � Sib �� � 1 t� Structural Dcsigm 1sso dates Engineering Structures to I_ctvl SD4 8163 Issued: June 6. 2019 r-0 WAS Dantrawl Inc. 62XX 180`b St,NE. Arlington,WA Subject:Lunch Canopy Shear Connection Q 's`38 SDA Ref. #8163 To whom this may concern: JUN 0 6 2019 Port Gardner Architects [PGA] has requested structural guidance on the lunch canopy curb and drag connection_The existing girts and metal frame prevent a continuous connection between the mezzanine floor diaphragm and lunch canopy. Structural Design Associates [SDA] has reviewed the existing field information and requested two additional HGA10 clips be installed per the attached sketch. This letter shall be issued to Port Gardner Architects, Geotest, Coast Construction,and the Building Official. Any discrepancies between the site conditions and the description above shall be reported to the engineer. Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely, e- 0 Jasper Baarbe, E.LT Chris Covi n. P.E. Plan Review By SAFEBuilt M06 )tucker We 1,.4erctt,WA 98201 Ph:42-5-339-0293 Fax:42a-2-52-0916 sdacverett.com � rti ' ■ f ■ lu ii IL i r Q C N z 0 Q i o � I � 0 0 QO 00 U O LLJz _ Q - fl o I z CID O a� U Cf� - - - - - - - I - - - - - - - - V� I Q � v co - I z m w� Q z o J I , IS w CD o w Q © U LD o � z W Z Plan Review _ _ _ = py % FEBuilt i 1 .� CONT. CURq 1--LASH'G OVER CANT S'TI AND MIN. 3 UP 4x12 4x12 AT WALL EXTEND EPDM AND 3ARB FELT UP AND .� MER CANT STRIP / IYP, 02) H G-A10 L ENM OF L3l)Y15 I F UALLr SPADED LM UU (2) PROVIDE L90 CUP AT 24 D.C. PER f3AYJ PROVIDE TAPERED OVER D 8x4 HFj2 (FIA� � M1/2 � AS REQUIRED.'G BTWN FL ' CDX OVER CAR Gf.XG W/ BLISt�ATH'G AND 4x12 --- ', ;r / 8d 6° EDOE AND 8d i2° FIELD Nk1LNG d' TO CAR DECK 8dAT6' O.C. - DgM PLYWOOD TO OF GIRT. TYP. CAR DECrG SECURE FIRST qME OF CAR DECK G TO 412 W,'/ S`'LG SDWH HDG TIMBER CONT. LVL RM JET _ --- :` ; SCREW AT l6"O.C. TYP. CONT. SEAT M1. - PROWDE CLOSURE FLASWG AND NEOPRENE ' AT MIL SKHNG ALONG FULL LENGTH OF _ ROOF CANOPY IYP. (3) ROWS 8d AT 6 O.C. STAGGAD SW PER SCUD 'c TYP. CANOPY CURD AND DRAG CONN in = it—on Plan Review By SAFEBuilt U� - UL - 11 li I t� - - _ � 1 r r r r z Ox7 p ' J Z LU LLJ N U� • I I + C_701 • fJ n o S7�Z Qg CO o� ME cm tn U� 4 In to g a O L V a''�y�'�—ppCD � am Q Ec Wa �W U Q yLJ � Do - Q-, 2 m W C� �tp p!c L� O � J x W o o JZ M W p t1 [O ID LJ.J Q4QW a Plan Review By SAFEBuilt �, ,. - r Ir ' _ _ � _ � . , - r� � r i - � � - , � � •_ � i I � 1 r� . '� ,,� LUNCH C Savo P r CZa:M/(vLU" YoTaL w=071+ 14" = 24" sA'r 30" f^ )46AI0 = OR.rawAL StacXW- - 21" L90 /vro v.4ctjuL -[(2w/2� /(161/2x 12)]_ - 12 v N " L DHO SCR WS SeAc.uJ4, Ta RVA" R a LAC LCGHO&= LN O G 1.3 a II- m C �t3L.� � �2s w/ prrovc, es., �Y F5 r-U+..u. fib! = �v62 x 113 4f 14 6 A t c , V� _ Pts 2 Ack FOR, Lg o yR. - 1040 $ , PCs 146,14-cd 1,y Lao SMCZ&J< 7D /2W4t1 Plan Review By SAFEBuilt PORT GARDNER ARCHITECTS May, 24 2019 PGA 1612 Project: A New Building for Dantrawi inc_ Arlington Permit=1792 Site: 6221 1801h Street NE. Arlington Washington To: Kevin Olander, and Christina Humphrey RE: Clarification of tall wall condition, alternate SW Holdowns (where not installed). Shearnvali drag connection at metal building column, drag connection at tall wall condition and alt friction plate connection weld. This is direction to correct shearwall continuity for 2`1 Floor diaphragm. Attached details include drag,connection between SW segments and requirements for full height wall. Mote— there is additional detail for the missing welding between friction plate and shim plate at Burke Bolt Connection details X S5 `Panel Connection Type `A'to Rigid Frame Friction Conn' and H+S6 'Panel Connection Tipe '.•I "to Righl Frame F►-ictio►► Conn' This submittal with the attached SDA report for Kevin Olander(City Building Official)and Christina Humphrey(SafeBuilt)at the City of Arlington allowing them review and comment if they deem necessary. approval to be included in the permit{,H1792) record. Citv or Arlington - Please return any approved documents from this submittal to the permit contact Doug Hannam of Port Gardner Architects. Doug Hannam wi 11 make copies to distribute to the records of the Engineer of Record, Architect of Record. Owner and deliver the original documents to the General Contractor as the Job Site copy. Thank you for your time Doug Hannam Architect ol'Record Reviewed for Building Code Compliance G'/ isti7a {war /tee 05/24/19 ___ ____ Signature Date Building Plan Review By SAFEBuilt 1512 WETNI0RE AVENUE EVERETT. \ sill \ (, l'ci \ 4x 'deceived MAY 242019 SrrLICf*[trqz .1 Design 3163 2-,nLl_ )019 I COV Dal]Lrawl Inc WAA X- 6 2X X 18 0"' St. IN r. Arlington, WA Subjcct: Mo//riliinu Prating, Nli;zauilnu Huldown,& Friction Plate W--Id SDA RLf. �9 163 3 TO Wh()[11 th i s i n a v conci m: 2 3 Fort Gardner A rab I tc-cts [PGk I bats ruclu cs Lod struc L LM11 guidance,oil the mezzanine fram i i ig., rn L;xz-,�n I I I 4 J ioldowns, and friction Sri-tictliral Ngign A&wulujcs [SD kj has rcvic;A-'c.d the existing fie-Jd infurnualon provided by PGA and pro 1 d,-d the fo[I oj,-i no soi ut i Cor I conic r, On. 0 1!quost- Mezzanine-Fr A) Two lull inl.miorgall sconarios arc,-IcKatedactiacent to the north and west mc/,/,4rLIrLO SC,.1 urcuso. PGA has I)i-ovid-od Section -0' for tho m.all labolod -Mam Entry to MFGR--G-"and Section Vfor i�-ull JaMcd"Exit Stair to N-l"FOR'G". Structural De,,;i-11 A,,-sC1cj-,ms I-SDA I has cvvicwud ilic wall .,c ct i o n s a i id V 1-0�:1dud framilig requirements. The wall framing and connection details shall c-brifurM LO the attached details on paws 1-5 Of T libcIcd -W,?zaninc Pam-511g.­- ISSUCd May 22"'. 2019. 3) A iop -sill plate discontinUil);I'las btLcrl 1-dontlfifcd[fin sitc a[the m Aal building posts- Locations where the top sill plate. is -'broken"to 3ecornmod-at-,the morul posts Shall be sccuruf pL.:r the artachkA deviiI8,on page 6 L)F7, iabclud -MuzzankwFramilm",issued LN-lay. 22"- 20 If). Mcmininc Holdown A) ..Straps were not insulted I in the inundation por[hi:StRFUll I r,11 drim-ii1g,SCL. The contactor shall ,S S LLA install cp().-Cv holdowns the attached details on page 7 A7. 1*6cd Fiuning;,1 NI ay 2 1r,l, ,(jig Friction Plate A-7Q1j: A) The r,(,i i(r,,j L:tf)r I i jj s ruq u cstA an j 1k;maljvc fric Lion plate %-�-[d J Lxati c E i. Tlie contractor, rna�- red ocatz,the ".e I d pc r the atrachcrl 41Ct a- i I CAI P OON I of tbc]c(I"Friction RL k C'.We Id A Ite raitive.". Issucd May 22", 2019. This IC Lt-F shall be issued to Po 11 Gardner Architects. GQ0%;q'. C f)uA Cons I ru c LIOD,and Llic Building 011-i6al. An d j sc rquil c L;L,bct con ffiL sit c-conditi ons and the description above-q lia I I be rcport�,,d to t1kc eng,j n ee i-. Please.contact th 13 0 f1 ice i FY L)kl 11 IN qu c ti o ris concerning LhIs lr;Ltcr,Of for an-,' Otl)01- ASMLanco, I Jasper Rcmrbi;. E.LT Chris C �ling"(011. j? V Ul-ke 1 3 U,;PI Plan Review By SAFEBuilt J A-A Vp.NIL AOOFING mo p �7 y�r I ��ry IYP.Nll ROOAt1J On/ i NTL FD]OF 'T'PAFM I ARALUL SlU NTL ROOF 7 tttfM A4 WAIL TD RODF LDNN. J� FM I Of 7 35-10 3/4'9F, - T.O.Rm t r T NAM BLK' ` � � TO 31-5>:AFF I ' FEE ASSEA�Y AT ROOFv-- A-25 BAR Al RAFIETt 9p1S R�fTTRS THAT u14N R-25 BATT AT RAFTER BAYS aM OONT.R-11 BAT[INSUL ART. FLEX 11 FRANE u_ CRO C>:ieT.P.-11 BATE IN9UL ARE ASSEMBLY AT RMF {R-1 I t R-2S=R-31;) SEE DETAIL ( E Ir>JL ELKS 361 PRaADE IHSLL.BLHS I RSt FFAYE I AT RNTER PER VIC �1'► ,J�t Al PAFM PER 1I51:�C SEE DETAIL p" _7�? SOUR b FK W(t _ FIRE BLRG AT IYkX. ID It AT MAX. 10 O.C.W. T1P. TW J I HA WkL N4-t2i4 1 HR YKL YIP-124 5f8"x' 00 FA FACE�� ��L 5/2—Y GIM Ell FACE R-21 FACED GATT N311L 00 SFUDS Al IF'OLC. ffis 2X6 SFLIOE AT 12'0 C. W 1 fY MN SHEATOC Al t M/ 1/2'COX 5}1EA1Ti'G AT t ONE SIDE Fn SO TU ONE SIDE FROM SOC TO SWO b ARE Bu(G FL OW3+111p1 AND 2s SOUD FL DIPP"W Tldd}b SON6 AT ft. 10 O.C. 4U. Mc V'G AT 1O"041 VE]iI. }y�17 l ' '+ FIRE VG AT 10'O.C.WERT9M STUDS, Typ_ GATT IN511L BTIN iSTUDS 4 I l![1 WALL WT IRALffM 5 BFNN STUDS TIP. ` LFM OLL H[J6NT TYP_ EXIT STAIR . L�f N' �13'afF ��- DW FORFOR A1:].F kc T.O.FL NOPWALFONIX Bm11D T0.PLY11U `BHLL FACE - T.O.PLYAU — 14P. nP. TALL WALL TO — - M 57RIN f E P I STAR- E 11 ATF _ Fkf S DF 7 ( I MD W--IN FK u 5TNR NOT%KM FOR CLARIf 1 1 MD WALL TD FT'� R-21 FACED BAIT NLSUt FFI E LON1V. C TM) R-21 FAD BAIT l"mL. � PAG£ 3DF7 MANUFACTAINC MAIN ENTRY MANUFACTURINC OFFICE I iq ` , I VAIN El`�JRY TO p EXIT ST1 R T M FO Flan Review By SAFEBuilt �J1 I O nr (a C) D m-4 Tl F-;u m a w ^*' r r, a vim rn Q Z II_ � � =gym � r F' M LA O z (fI mO� R�1 r-:fa In �;Q e-i � r f F ya!'� c' z m 10 `�O '_rim *mR'Q u I ' I i I r I I omm y} �_ Vi 2 UI V► x x m c X m� � 7m �— macs m C Zl r � T � my _O =6 m I Z C Z At r'i M e Q1 n .. 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Q - in a� z s Plan Review G a w2 & _ g = � I I I m 3 C) � o e o o B 7 _\ k q. \ ¥2 p\ . Cc) -F § rz) z n¢ C d i 22 191 if) z // / g § § ID cn e e as §me ® e p M CA $ 7 § ® / /2 � q§k j » W \\% 7 \F # § c27rq 7 rmf j > m mrq �k \ \ m CA �� } ALn ¢/ q§ G ee cm m Po Rq / / FTI F qe f > gym « | 3 � � | \ � \ � ` - \ Cb (\ - « 7 §§ §# Ong kF ME \ Q q# j2 d wz ) ne> Cl \ �\ ]q22� 9n� O � j [A }r= \ � n g, a-4 R §> +� 7 z . } \ P lan Review - - - - SAFE-B FRICTION PLATE BURKE BOLT 1/4" FILLET WF COL OR BM SHIM - SLIPPED 3/8" / \ i CONC PANEL ---� a F R 010N PLAT[ WELD A1_ EJWTI V E C N.T. S.) TD bt RTAD IN LONSUNLTION WITH TNF (6N9TR06T176N SUPPORT LETTER TITLE b " PANEL c,ON/VE0 ION 'A' AND 'H' RF I ISSUM 13Y SDA ON DS l M 111 Plan Review By SAFEBuilt JSSU ED 0512211°� Taus ru7 . slws 15 If It% l �s132 co-Y !.5 PSF tNM., 1, TbmL ,o,y P$r Gt _? sa5o.3'ff 2 Vt WL WL {ra,, '..+s ; eg'"altr' �L 634 ALI k ' N + Y2L�f�� k LSt spa eve * 1000, (OM,) 99=} + �5:1 �}� 12- +� ')-Y 12 30 NAIL �N 15_4.T-4xil o,J O MF F ACE Wo(+ sfcjfA Plan Review By SAFEBuilt r LCrir i P 9 Do 1 V l[3f� rar`T`J�U�, •4+C my' 3.39-0/H.3.4G <F`IZ,Psiof` -M tki (I•�x�SA K - ,ors �Y,r K ✓z �o t4 3.G ik jp ` mil` V V. FBYan Review SAFEBuilt STRUCTURAL DESIGN A'SSOCAFES Project Title. Engineer Project I D: SDA#8163-Tall Interior Wall Project 0escr: PdM*,.l:21 K-IXY 2019, 2-14 M Wood BBBrn Jtdre dupg',Ot+�RI-iL`icT1YCR-IWOJEC-1150f10��&-141630-itsg0(�1-11190521-Telln^avWdad- Ar,11,01-Mb MobSdum R t ENERCAI.C.INC.1983.2018.Scald 10,18 1213 Desorption: STUD-[Rk11y1;7fV: ]- 110i%k CODE REFERENCES Calculations per NDS 2012, IBC 2012. CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Artatysis l0elhod:Allowable Stress Design Fb+ 2;325.0 psi E:A&ftos ofEJesf*ty Load Combination ASCE 7-15 Fb- 2,325.0 psi Ebend-xx 1,550 Oksi Fc-Prl] 2.170.0 psi Eminband-xx 787.92 ksi Wood Species :True Joist Fc-Perp 900.0 psi Wood Grade :TimberStrand LSL 1-55E Fu 310.0 psi Ft 1,070.0 psi Density 45.010pcf Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Irtcresse s W1C OUb) 2.144 X 6_250 Span=34.0 R L r - Applied Loads _ Pr:iop loads entered. Loan Factors trill be applied for calculations_ Uniform Load: W=0.00511 ksf, Tributary Width=1.0 R,NPILj DESIGN SUMMARY _ Maximum Bending Stress Ratio = 0.0971 Maximum Shear Stress Ratio = 0.011 ; 1 Section used for this span 2.140 X 6.250 Section used forth!s span 2.140 X 6 250 fb=Actual - 373.38psi Fv:Actual = 5 55 psi FB:Allowabla = 3,B68 SOpsi Fv:Allowable = 496.00 psi Load Combination +D+0.80W+H Load Cc nbination +D-i3O.60',Vt t Location of maximum on span - 17.000ft Location of maximum on span = O,t1413ft Span#where maximum occurs = Span#1 Span#vt1ffe maximurn occurs = Span#1 Maximum Deflection Max❑owrmward Transient Deflection 2,241 In Ratio= l;t?>=180 Max UF;hwl­,f Transient Deflection 0.00{1 in Ratio= rl<i gp Max Dawn(Ward Total Deflection 1.344 lh Patio= 303}-180 Max Upward Total Deflection 0.0013 in Ratio= 0<180 Vertical Reactions SLpuort notatim ar left is II1 tiFllu€ii IIl 41F;; I oa11t�:11-IhilHI01) Suppert I Support avarell V4)Xin_m 5 CL:n 0 Lkl]5 Oierall NI1-1imLln J CC J[Ra., D-H -Dr!rH +D*_r+H rD 10 7,CA •,375JI 1H ICE-1 0 rC 1 D1C,70r134.5Whl 7038 aCie C 60L:, C 6014 C,6CH ]C:til it r:^1 LBYan Review SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title. Engineer Project ID SDAA81 E3-Tall Interlor Wall Project Descr Printer:21 MAY 20112 2:14PM r .Kaouu)NFOFs-11NE^NOR-1WRCJEC-i1�CQ$itB163is^11t90521-119Q521-TolbWsarMtw6 Wood Beam 5dty su cogepht ENERC4LC,me 4902018.MA 1014.1213 Lcensee S MUCTURAL DESIGN De rripfion: --TUD-[12W Hi 31!U Vertical Reactions_ Support noialion:Far IpH is#1 Values in KIPS ►vadCombinaiion SLMort I Suppett 2 +0+0 70E+b bt44 +0+0.750L+0.7M64.250E+H +0.60M.70E+H D Only Lr Only L Only S Only w GY%ty 0.095 (126 E Ony F+Cnly Plan Review By SAFEBuilt _-OA-vTRA&JL ZX-/21 M A- *W 6 Z TFl LL ��TEK_ryR 57yQt � Si'gZ-� yl I (7)A34 Plan Review By SAFEBuilt STRUCTURAL DESIGNASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Tall Interior Wall Project Descr_ P'IrriA-2.1 MAY n19. 2:14PNI Ueerskoa�gVOMFDRI-1iNET1VCR-�4'ROJEFt18aIIL�@-119'G3D-rit9i0fi21-1U9D679•TatlnterinWdlpc6 Wood Bern -%Rmre amngM ENERCaLC,MC ISM-2DI8,UUM 10.18.1213 r i i Description' ST'Jr)-[RV t,10rFI]-STRINGER CODE REFERENCES Calculations per NIDS 2012. IBC 2012.CBC 2013.ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method.Allowable Stress Design Fb+ 2,325.0 psi E.AAodfd s of Etasticrly Load Combination ASCE7-16 Fb- 2.325.0psi Ebend-xx 1,550-0ksi Fa-Pdl 2.170.0 psi Eminband-xx 7$7.62ksi Wood Species •Trus JUist Fe-Perp 900.0 psi Wbcd Grade :TimberStrand LSL 1.55E Fv 310 0 psi Et 1,070.0psi Density 45-DIDW Beam Bracing =Beam is Fully Braced against lateral-torsional buckling RepetiUue blerltlerStress Increase WI0 OC6651 W{0.006651 -1 AQ 3C 6.250 2,ko X 6�i0 Span=32.0 ft STn� it Applied!_odds Ser-Ace lcads entered Load Factors will beappliea forcalcul3tions. Load for Span Number 1 Uniform Load: 14=0.0050 ksf, Tributary t'Uidth=1-330 R,(bUL) Load for Span Number 2 Uniform Load: W=0.0050 ksf, Tributary Width=1 330 ft,(WL) _axim_DES1GN SUMMARY • Mlum Bending Stress Ratio - 0.1071 Maximum Shear Stress Ratio = D.055 : 1 Section used for this span 2.140 X 6.250 Section used for this span 2.140 X 6.25D fb:Actual = 414.11 psi fv=Actual = 27.18 psi FB:Allowah6r; = 3,$6$.60psi Fv:Allowable = 496.00 psi Load Combination +D+0.6Wi+H Load Cwbination +0+17.60VV+H Location of maximum on span = 32.000R Location ofmawnum on span = 32.000ft Span 4 where maxiinum occurs = Span#f Span#w.rhere rnmimurn occurs = Span#1 Maximum Deflection Max Dowrnvard Translem Def rtlon 1.054 in Ratio= 3E4>=TOAI Max Upward Transient Deflection -0.005 In Ralb= 4522>=f g0 MaxDowriward Total DeHe;.tion 0.632In Rafio= b'-'7-IN Max Upward Total Deflectlon -0,000 In Raba= 7537>=tF30 Vertical Reactions 5upperroialicri Fiji 141 is 01 ','aloes 1KIF'S '-gad Cur oinatcr Support 1 Support 2 Supperi O:--c oII ta11.Airrum 0 W 0 V3 -C 211E }D-H rD-1 iH +D-Lr+l I -L''-S+H D-0 7FTJI 1-0?;Kil,�H *D+0 r'tiJL+LI/,Cf*I I -L)4 611V-11 0 049 0 3G3 -n 239 Plan Review By SAFEBuilt 5TRUCTURAL DESIGN ASSOCAITES Project Title- Engineer: Project 10: SDA#8163-Tarl Interior Wall Project Descr: Piinlcd:21 MAY 2019 2:14P&1 Wood Beam L)M?SbMg,-w)ONEDftl-1WETNOR-iU)ROJE. IWCD.&-i16163Z)-l%IW52M%190rZ-Ta0Ir*etr1A1dleo6 SdgM hlEHERMC.IM 19aZ016.Oti Licensee STRUCTURAL DESIGN A tJO.18.12.13 r.r • CkATES Description: ;TtJO-IRA M0137_j:WINGER Vertical Reactions _ Supoor'.note-icn:Far left s#1 Values in KIFS Load Ccmainaton S,{TxnlI Sjwrt2 Suoper.3 -U,Q.fS:JLr-U 16t'114H Me f 0 242 -01 �r, 0.7 3S4,40W41-1 C.037 0.242 -0 Uf r3.6]D+e.6CW10,&DH 0 049 0 323 0 2F6 +0+3 70E+0 Wh. -0-1.7601-+J 7535-�O 525OL-H +0.6m rf,'OF r-I C'-Dnt Lr 9nly I :5nly S Only '+'+Cr Y 0_081 0 539 -0.x91 E Cnhf H CnIV —] F an Review SAFEBuiIt T"N rNr I-JAuS VL1As 9 _=2 - (z) ZX6 :�u !ad NAr-tS OVV14L Ng a ti caf 9 .ry V- SSA/p. 14T-c ac A34 CAP f VjL ='t`fS"+k CR, STUO F an Review SAFEBuilt 0wjT.tW-L- ---- T) Lew 16,9rJ. TP SLAB ��4O-r =P 12 LeW 12- x 1 M er,f- [ .i5 X AC LT' 4,46 L-*-T4L;T je, At AL V-S f(lo6x4Co 0 THr- Ztft wf tea A p4C_:r ry T- -. y t gfx/2 1,4 K, , �_ a 0 1" / 'All Lo" F�rC- J;>O- 0,,T YXCA�t CjQ 4* - ,,& _ CA.56- — S-roolT L&,WO � 6ck?cy * P-evL -f el A em6 "w- Oucro-o Q4fpVQ-S) CA4*AC-c-TY =L `s-,234 =0 9a39x = 21 ?,SZ 4 # a tau 16 71 of -51-4 E-L (,CLA�,etAS ir etA G" 7-C> P"14f�*-J FPlan Review By SAFEBuilt Anchor DeslgnerTM Company: loatU7 1&22=19 Engineer. Page: 1 f5 Software Project: SUA08163 Version 2,7 MD.11 Address: W Phone: E-mail: 7.P�oject infQrrrrafion Customer company: ProjectdescripUon:HOLDOWN RETROFIT Gustomer contact name Location_ Customer e-mail: Fastening description: Comment: �InotiJ Data�Anchor Parameter General Baso Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperlal unlis Goncretethlckness,h(Inch):12.00 State:Cracked Anchor Information: Compressive strength,f,(psi):4000 Anchor type:banded anchor LIJ J:1.0 Materlai:F1554 Grade 38 ReInforcemeri canditian:B tension,B Shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth,h,r(inch):9.000 Reinforcement provided at corners:Yes Code report: ICC-ES ESR-4057 Ignore concrete breakout in tenslon:No Anchor cats UM:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hmi,(Inch):10.38 Inspectlon:Continuous c—jinch}:25.01 Temperature range;ShortlLong:11M75"F Cam„(inch): 1.75 Ignore 6da requirement:Not applicable S,a„(inch):3.00 Build-up grout pad:Yes Recommended Anchor Anchor Name:SET-3G-SE7-3G W SAV F1554 Gr.36 Code Report.ICC-ES ESR-4057 .� 11 Input data and renrRs must ha checked for agreemenv.uith the existing aircumdancee,ihs stsnderdB and II elitk3:moor he 4:her*i-d fnr rl:,usihallty :Dinys�an.9u,my-reComaa'y nc 5958W..LasPcsibasBoLclererd Pleasenian,CA94559 Phone:9755P,0400 Fax 925.84' �r v.rlesr}�t�r3t(W By SA�f[FEBuilt 16IL"JIM Anchor Designerrm Company: ❑ate' 5t2212019 Engineer: page: � SoftwareI i Project SaA*B163 Version 2.7.6990.11 Address: 0 Phone: E-mail: Load and Geometry Load Motor source:ACI 318 Section 53 Load ccmbinatlon:not set Seismic design:Yes Anchors subjected to sustained tension:No OtA1 y section for terlslon;17.2.3.4.3(d)ie satisfied Ductility section tar shear:17-2,3.5.3(ol is eatlsfied d7o Factor:not set Apply entire shear load at front row:No Anchors only resisting wind a ndlor seismic loads`No Strength level loads: N.Pb]:6034 V.,.,Pb]'0 V-f pb]:0 cFigure 1 L eos4 u aIY 'S Y - 1 X !. a n� I Input data acid resins musL Ix:chr',k*Cd 101 dgiclvucrd vxli Illu�eVy ui,uul rrdmmus,the alandards and g a roc must a o eoto or p aua i r/ iinln n 3111i:1-TIe Co--Ii ir;� m 9956 W.LnFc PnsiraE&Aquord P1ea_-inlon,CA 9458$ Phone;9:5,550.900 Fax'92-5.84T.;9 Idff,qosrl� T6W B1'yI SAFEBuiIt Anchor Designer-rM Company: Date: 512212019 Engineer: Page 315 r- Su4ftwaPe Project: SDA#8163 Version 2.7.6990.11 Address: s Phone. E-mail: CFigure 2} 5,50 Inpul-lo ig alrrl(P.sUI[*-,rnubl lhr.cAsiirig ciicurnslari+:es,ilia standards end g ?mae mutt be checked tar plausibi Ny_ �;h ip_c. 3'icnil-rir:,in-.arnr Ir: HE6 Vd_Las Posilas Bculevani Nea4nmmn,CA 9453a Phone 9'.5,$;U,5r10 Fax:925.547.PTIx Q"j+ 'e`vV6W ByS11Ar[FEBuilt • Anchor Designer7m Company: Data: 15mmig Engineer: Pa B: 1 415 ► r , Software Project: SDA#8163 Version 2 7.6990.11 „ Address: Phone: E-mail_ 3.Resulting Anchor Forces Anchor Tenslon load, Shear load x, S11ear load y, Shear load combined. Nun(Ib) Vona(lb) V.,r,a,(lb) ti(1f�)`'t(tilusy)=(14) 1 6034.0 0.0 0.0 0.0 Sum 6034.0 0.0 0.0 0.0 Maximum concrete compression shain('1f :000 MaXIMUM concrete compression Stress(psi):0 Resultant tension forca(lb}:6024 Resultant compression force(lb):4 Eccentiicity of resultanttension forces in x-axis,e'mx(inch):0.00 Eccentricity of rentiltant tension ibms In y-axis,e'NY(Inch);0,DO 4.Steet strength of Anchor In Tension(Sec.17.4.11 IV.(lb) 0 ON.(Ib) 13110 0.75 9833 5.Concrete Breakout Strength of Anchor in Tension (Sec 17 4 2) Nb m k�A.qiP .?`OEt} 17 4 2.2a) ke A. P.:(psi) h r(in) 17,0 1.00 4000 9.0W 29030 0. 19Atn=0.750(Afwi A-. )'Fner,T_,,rrfeo,.NNL,j5ec.173.1 5 Eq t74.2.1a) Ant(in') Ary m(in' ea m,-(in) 7'exrr Yti.v V"A Nb(Ib) qF 0 75oN o(lb) 513.00 72900 550 0.822 1.00 1 000 29030 0.65 alas 6.Adhesive Strength of Anchor In Tenslon(Sec 17 4 51 t��= AS�r�mtrrica�a�{rc�25C{3J°rYn,aaa rncr(psi) farvn;a,n K.,r rrA..ura F,(psi) R TN.m(PSI) 1356 1.00 100 1.00 4000 0.24 1518 174.52) Z 'r r(psi) da(in) ho(in) Nr (lb) 1.00 1518 0.63 9.000 26824 0,75ptNa=0,75�(Anef A nc}'f'�qn�7'.'c.nuM1��(Sec_1'1 Eq 17 4.61 a) Arb(in7) Amvi(W) Cr.�(In) cy%.(in) 5"qm 'Vq Nav(Ib) 0 0.75ON.(lb) 249.93 307.10 8,76 5.50 0.888 1.000 26824 0.65 9454 Input dais and results must tr:ditloxea for anjrerrrlµnt idlb the axlsting clrcunr Wi iws,the sldudui da and g7pay: a mua a c aeko or p oucib iN :hnps7nS%ic-j-TisCr++l-ary no. 5956W.Las Pcailasaoukauard Ptaaa-rnton.CA9453a Phane:925.55t).90t15.847.jj�v�Y�Fgll t(L'tpw ByaS11ARFEBulit • Anchor DesignerT"' Company: Liate: 8122r`2019 Enpillaer: I Page: I 5M 1 r , Software Project: SDAM31 E3 Version 2.7.6990.11 Address: Phone: E-mail: 11,Results 11 Interaction of Tensile and Shear Forces(Sec. D.71? Tension Factored Load,W.(lb) Design Strength,or*(Its) Ratio Status Steel 60134 9833 061 Pess Concrete breakout 6034 8108 0.74 Pass(Governs) Adhesive 6034 9454 0.64 Pass SET-313 w!518'0 F1554 Gr.36 with hef=9.000 inch meets the selected design criteria. 12, amI os -This temperature range is currently outside the scope of ACI 318-141-11 and ACI 355.4.Designer must exercise judgement to determine If this design is suitable, -Minimum spacing and edge distanoe requirement of 6da per ACP 318 Sections 177.1 and 17.7-2 for torqued Cast-In-place anchor is waived per designer option. -Per designer input,ductility requirements for tension have been datermined to be satisfied—designer to verify. Per designer input,ductility requirements for shearhaue been determined to be satisfied—designer to verity. Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation Instructions. inpul data and results m i be checked Fur agreement Y iWt the existing circumstances,the eiandarda and g etinee muei he rhtrkied for phledhilitlr, �iinp:A�n i-ion,:- ::Uinn.ni ;liu: 5956 yY,Las PositaaEoulcvard Pkasanbn,CA94583 Phone:925.560 900 Far 925.847.pllcl��yo.RryQtl raw BI y1QS11A1[FcEVB1cu i It y U Qr O 41.z cz x Lo ® a u w z o f N wrA W a Z N y W � � � o o O } a w On � Cz V) A w o I-1 O V u U ❑ W "- (n W O cOn w J O F C„ a1 da � V) (3) x d Q wx E z H Y o U p z o °° a z � a Z N s. W �O O W u y a C 4-1w H E-- cil F N ¢ O • s � W Z d zF C � Q Z En F W - ' 4 �y` �. 'N' , ., . � ,i PORT GARDNER ARCHITECTS 2018 October 25, Project: Dantrawl Building 6221 1881" Street NE Arlington, WA Subject: Concrete Design Submittals Regarding: Concrete panel cladding and exterior concrete air content. This building was designed and permitted under the 2015 IBC with associated codes. IBC 1904.2 —Nonstructural Concrete. The Registered design professional shall assign nonstructural concrete a freeze-thaw exposure class, as defined in ACI 318, based on the anticipated exposure of nonstructural concrete. Nonstructural concrete shall have a minimum specified compressive strength, f c of 2,500 psi for Class F0; 3,000psi for class F1; and 3,500 psi for Classes F2 and F3. Nonstructural concrete shall be air entrained in accordance with ACI 318. ACI 318-14— Per table 19.3.1 1-Exposure Categories and classes under Freeze and thawing (F)—both the concrete building cladding panels and all exterior concrete and flatwork are either exterior or on the face of the pre-engineered metal building thus both are exposed directly to weather, meets the criteria of F2 (concrete exposed to freezing and thawing cycles with frequent exposure to water). ACI 318-14—Table 19.3.2.1 —Requirements for concrete by exposure class Class F2 =Minimum fl,,=4,500 psi; Class F2 Additional requirements—Air content=per Table 19.3.3.1 ACI 318-14—Table 19.3.3.1 —Total air content for concrete exposed to cycles of freezing and thawing [proposed by Redi-Mix concrete design= 3/4"rock and 3/8"pea gravel=] Nominal maximum aggregate size of 3/4" for class F2 =Target air content,percent=6%. Conclusion: Air entrainment is required by IBC 1904.2 /ACI 318-14 for all exterior concrete as well as the nonstructural concrete cladding `tilt' panels on the lower 20 feet of the pre-engineered metal building as noted above. 6679 F GISTERED Thank you your time, CHITECT i Doug 14annam Project Architect DOUGLAS N.HANNAM STATE OF WASHINGTON Wy I-A7,- 1512 WETMORE AVENUE EVERETT, WASHINGTON 98201 425 388 5588 PORT GARDNER ARCHITECTS 2019 February 5 To: Kevin Olander(City Building Official), David Spencer(SafeBuilt CBO) Project: Dantrawl Inc. New Manufacturing Facility Arlington Project No 1247 Project: Dantrawl Building 6221 1881h Street NE Arlington, WA Arlington Project No 1247 Subject: Foundation and Slab Repairs Cover Sheet to Repairs and Corrections Kevin and David, Here are final repairs and corrections to a number of issues with the Dantrawl foundation and slab including calculations/comments /sketches from SDA (Engineer of Record) and additional drawings from Port Gardner Architects. I will comment in order of the PDF attachment below- Item of Repair Office Slab Saw/Construction Joint and R2C (Slab saw joint construction joint plan at office slab Coast did not place bar in construction joint between office and warehouse. This calculation shows requirement for#5 bars. Plan R2c notes the #5 bars at the construction joint to be drilled and epoxied into the existing warehouse slab, min. 6" embed with Simpson Epoxy Set-XP. This plan also shows saw joints adjusted to centered on HSS columns for 2nd floor framing. HaiMin and Plinth This calculation was part of a review of the lack of cover condition at the slab plinth discovered after the slab pour of the warehouse area of the Dantrawl building. Please note additional correction needed at the NE,NW and SW corner columns (called `Plinth Repair' below) where the plinth area and distribution was not adequate. Three Way Steel Beam This detail was missing in the permit set. Detail has been issued here where 3 WF beams intersect at a HSS column. Received FEB 0 7 2019 fir?n0►v 1512 WETMORE AVENUE EVERETT, WASHINGTON98201 388 5588 Typical Footing with HSS (columnl `F bolts were not installed at the footings per plan. This calculation /detail shows a retro fix using epoxy embed into footing. Note, these posts are not being used as chords for shear walls although may be within a SW. Feb 4 Plinth Repair and Plinth Repair Plans Calculation for plinth repair needed at NE,NW and SW corner columns. Plinth Repair drawings are specific to each(of 3) corners. 2 corners are very similar while the D-2 Column [NW corner] is significantly different from the other two corners. This repair solves a number of issues created by the concrete pour of only 3/4" distance from threaded plate bolts to face of slab. Panel Connection [E and F1 The slab design has no closure strip at the perimeter and the contractor wished to set the weld plates after cladding panel erection. To do this the weld plate could only be welded at one side to the footing embed plate. This revised detail shows a single 1/2" fillet weld is allowed in place of(2) 1/4" fillet welds. R2c Is the revised `Office Slab' drawing as referred to first item. Concrete Cladding Panel—Air Content To show air entrainment is required in the concrete exterior cladding panels,this letter shows path thru the IBC/ACI to the code requirement that these panels on the Dantrawl project require min. 3/4"aggregate with a target air content= 6% Additional Notes These repairs will need special inspection from Geo Test. Contractor is responsible to call for special inspection with reasonable time for Geo Test to report any further deficiencies to the City of Arlington Inspector,the Architect of Record and the Engineer of Record to allow a corrective response prior to concrete/ grout is placed. Remaining foundation issue to resolve—plastic intrusion in NE wind column footing. As weather clears, footing needs to be exposed,Visqueen plastic needs to be remove and corrective measure will need to be considered by Engineer and Architect of Record before acceptance by City Inspectors. If there are any questions or further clarification needed please contact Doug Hannam at Port Gardner Architects. Thank you for our time, ss7s y REGISTERED / ARCHITECT v Doug Hannam DOUGLAS N.HANNAM Architect of Record STATE OF WASHINGTON Structural Pesign kssociatcs I ngirteering Siruulure.�- to Last Jan. 29, 2019 Dantraiwl Inc. 62XX 180"St. NE Subject: Office Slab Saw/Construction Joints SDA Ref. #816; To whom this may concern: Structural Design Associates has revieN ed drawing R2C.issued by Port Gardner Architects on Jan. 21"2019. Drawing R2C clarifies the construction joint reinforcement requirements and the location of the control joints.The drawing is deemed acceptable and in conformance with the structural requirements of the project. Please note that construction joint dowel embedment depth may be reduced to a minimum of 6". Please contact this office if you have any questions concerning tlus letter,or for any other assistance. Sincerely, OFFICE CO PY RFV$ED Received Jasper Baarbe. E.I.T. Chris Covington. P.E. FEB 0 7 2019 <y COVj A CITY OF ARLINGTON BUILDING DEPARTMENT U h z APPROVED DATE / BY o RF3 is-3r�E° NO CHANGES AUTHORIZED NAL UNLESS APPROVED BY THE BUILDING INSPECTOR JAN 3 0 2019 3U!1G Rucl:cr Ave. Everett, \\ 1 9820 L 11h: L25-3.31)-0293 1'ux: 425-252-09 L6 �w«��.sdaeverett.com � � � I 1 ti � 1"_ Cyr-�u� slR L3 sew/ covsr ,i o�urs CO NN. e Ce ,-jT+4pL_ Zr-DujT MNS r TRAjs .0 LarlE Lc�Aot�c. F,e roorL�G, zAi'o Cojn ► lo 6.13 /Q �2/ Q11 IJCt,/R) sZL�� , NC=/o) = oK IN Fvx.. !I� GS Atc-L 6n dj W, r of: StA6 = 12 412 17/Z 0. 35= 7e.�' of SLab Of#dZ; O,)LY G0,- 0, 3z' - 21. 21 � S•� K SL, j = Q 3 D k >26 9K ✓o�c�q SN/rAk 7t ''h: = S.�t/ s `3$ �/9Jl. (126Q SNIEA�2) US'_ es- arm oV 16 " o/c w/ ICic-r-- x r C6 VR = 100&i / CAS ✓ac t �1 S" Qr V L 1L.' = 't2 t S/C_! = 3C>" SAY Y O`' (,4 &44f 1 �. • Anchor DesignerT"" Company: SDA Date: 112912019 Engineer: Page: 1l5 Software Project: SDA#8163 Version 2.6.6794.7 Address: Phone: E-mail: 1.Proiect information Customer company: Project description:CJ DOWEL Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Inout Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):24.00 State:Cracked Anchor Information: Compressive strength,f c(psi):4000 Anchor type: Bonded anchor W.v: 1.0 Material:A615 Grade 60 Rebar Reinforcement condition:B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):5.000 Reinforcement provided at corners:No Code report: ICC-ES ESR-2508 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear, No Anchor ductility:No Hole condition:Water-saturated concrete h.in(inch):8.13 Inspection:Continuous cap(inch):6.25 Temperature range,Short/Long:1501110"F C.,h(inch):1.75 Ignore Edo requirement:Not applicable S.,�(inch):3.00 Build-up grout pad:Yes Recommended Anchor Anchor Name:SET-XP®-SET-XP w/#5 A615 Gr.60 Rebar Code Report:ICC-ES ESR-2508 1 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Stiong-Tie CoiTillany Inc 5956 W.Las Posltas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Anchor Designer TM Company: SDA Date: 1/29/2019 Engineer: Page: 215 Software Project: SDA#8163 Version 2.6.6794.7 Address: e Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension No Ductility section for tension:17.2.3.4.3(a)(iii)-(vi)is satisfied Ductility section for shear:17 2.3.5.3(a)is satisfied flo factor:not set Apply entire shear load at front rove No Anchors only resisting wind and/or seismic loads:No Strength level loads: N a[lb]:0 V.[lb]:0 V.ay[lb]:1300 <Figure 1> Z O lb 1300 lb r - Y 0 Input data and results must be checked for agreement with the existing circumstances,the standards and guldellnes must be checked for plausiblllty. Simpson Stiong-Tio Cciripany Inc. 5956 W.Las Pos tas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 wvm.strongtie.00m • Anchor Designer TM Company: SDA Date: 1/2912019 Engineer: Page: 315 r Software Project: SDA#8163 Version 2.6.6794.7 Address: • Phone: E-mail: <Figure 2> C) N� O O M 9.00 9.00 with the existing circumstances the standards and guidelines must be checked for plausibility. Input data and results must be checked for agreement g � Simpson Shiny-Tie Campnny Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stronglie.com "I • Anchor Designer"m Company: SDA Date: 1/2912019 • Engineer: Page: 4/5 r t Software Project: SDA#8163 Version 2.6.6794.7 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nca(lb) Vu.(lb) Veay(lb) J(V._)1+(Vny)=(lb) 1 0.0 0.0 1300.0 1300.0 Sum 0.0 0.0 1300.0 1300.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 8 Steel Strength of Anchor In Shear(Sec 17.5.11 Vs (lb) Ogrour 0 av,sels OpmurayselsoVm(lb) 16740 0.8 0.60 0.84 6750 9 Concrete Breakout Strength of Anchor in Shear(Sec.17 S 21 Shear perpendicular to edge in y-direction: Vey=mini7(1e/da)024daAa4Poca11'5;9A.4f.cat'•51(Eq.17.5.22a&Eq.17.5.2.2b) le(in) de(in) 14. Pc(psi) cat(in) Vby(lb) 5.00 0.625 1.00 4000 9.00 14324 ¢Vcby=0(Avc/Avco)YeavYc,VYh,vVby(Sec. 17.3.1 &Eq.17.5.2.1 a) Avc(in') Avco(in 2) Yeay Yov VA Vby(Ib) 0 OVcby(lb) 67.50 364.50 0.744 1.000 1.000 14324 0.70 1382 Shear parallel to edge in y-direcOon: Vbx=minj7(1e/de)02gd.A gf.cat'•5;9A,a�Pccat'Sj(Eq.17.5.2.2a&Eq 17.5.2.2b) le(in) da(in) Aa Pc(psi) cat(in) Vb.(lb) 5.00 0.625 1.00 4000 2.00 1500 OVcby=0(2)(Avc/Avcc)VeavVc,vV'b.vVbx(Sec.17.3.1,17.5.2.1(c)&Eq.17.5.2.1 a) Ayc(In 2) Av.(in 2) Yeav Yav Yb,v Vbx(lb) 0 OVcby(lb) 18.00 18.00 1.00D 1.000 1.000 1500 0.70 2101 10 Concrete Pplout Strength of Anchor In Shear(Sec.17.5.31 OVcp=0minikcPNe;k.^bI=0minjkcp(ANa/ANao)YeaNaYcpN,Nbe;kcp(ANc/ANco)YeaN'.NYcAtvk((Sec. 17.3.1 &Eq.17.5.3.1a) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Stiong-Tic Cornpgny Inr,. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stronglie.com • Anchor Designer TM Company: SDA Date: 1/29/2019 Engineer: Page: 5/5 t1 , Software Project: SDA#8163 Version 2.6.6794.7 Address: e Phone: E-mail: kp AN.(in2) ANeo(in2) P64Ne Y�p,Na Nbe(lb) Na(lb) 2.0 54.78 120,03 0.810 1.000 6480 2394 Arvc(in2) AN-(in2) WedN Tov Fcp,N Nb(lb) No(lb) 0 OVcp(lb) 75.00 225.00 0.780 1.000 1.000 9503 2471 0.70 3351 11,Results 11 Interaction of Tensile and Shear Forces(Sec.D.71? Shear Factored Load,V..(lb) Design Strength,oVn(lb) Ratio Status Steel 1300 6750 0.19 Pass T Concrete breakout y+ 1300 1382 0.94 Pass(Governs) II Concrete breakout x- 1300 2101 0.62 Pass(Governs) Pryo ut 1300 3351 0.39 Pass SET-XP w/#5 A615 Gr.60 Rebar with hef=5.000 inch meets the selected design criteria. 12.Warnings -When cracked concrete is selected,concrete compressive strength used in concrete breakout strength in tension,adhesive strength In tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Stiong-Tie Company Inc, 5956 W.Las Posltas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stronglie.00m t ;y CUs, Structural Design Associates —I �,� Enggiiieerhig Saweture.s to 1.6t.s•t - SI)A 8163 Jan. 21, 2019 ����0F WA r 0 Dantrawl Inc. x 62XX 18011 St.NE R 343 3 Subject: Hairpin and Plinth Reinforcement Cover O �i SDA Ref. #8163SIONAL To whom this may concern: � JAN 3 0 20 The contractor has installed the thickened slab wilh inadequate cover on the exterior edges of the steel frame columns.The hairpin reinforcement and plinth vertical reinforcement and ties appear to be affected. Geotest reports #C13007 and 4CB008 outline this issue. The deficiency was not revealed to this office until after the slab was placed. Pohl Gardner Architects as requested this office review the as-built conditions and provide remedial solutions as necessary. This office has reviewed the reports referenced above and various photos provided by Port Gardner Architects. The following observations where made: 1) The reinforcement cover of 3"was not provided at the hairpins or exterior side of the plinth cage at each steel frame coluimi.The extent of this deficiency is assumed to be located at the hairpin and plinth reinforcement only; 2) Most of the steel columns are adjacent to concrete tilt-up panels.which will provide corrosion protection to the plinth and hairpin reuiforcement if installed correctly Reinforcement not protected by the tilt-up panels will need special detailing; 3) The lack of cover will not adversely impact the structural performance of the plinth or hairpin if the following conditions are met: a. Slab on grade constriction joints are tied with#5 dowels at 18" on center. If the dowels are not cast in place they may be epoxied into the existing slab with SET-XP. A 6"minimhmi embedment shall be provided for all dowels; b. Solid grout shall be placed between the tilt-up panel and exterior edge of the slab at each plinth; c. Reinforcement is protected by the Ult-up panels or another means approved by this office: d. The hairpins and plinth reinforcement conform to the structural drawings with the only deficiency being a lack of adequate cover on the exterior side(s). Please contact this office if you have any questions concerning this letter,or for any other assistance. Sincerely; REVISED Received ITY OF 1=:h '� _TTON _ FEB 0 7 2019 BUILDING DE :1 "`✓IENT Jasper Baar ,E.I.T. A P P R L LD Chris Covington,P.E.WrIl )t t �rrdlt Pli:425-339-0")3 1 1�5-'�2-1�9'1G NO CHANGES AUTHOR12tb •sdae erett.com UNLESS APPROVED BY THE BUILDING INSPECTOR OFFICE COPY M ��� s 4t t Ale�f I /r 1 • { � - - s, 9 •f " , r rol i V� qri j • s• if �G.: - �d"`� "'�`� - -"'�� •1.�`z �•'� � —._.RFC h���4- 41ft s , �,•C� • Jr 6/c- MM;-J Itro c,2 OTSTAIC - AJu'r H F- �eto�so Laft�o "O-r 't"o - w a MA rP-P�J Q s o uLt aN CAW 000 to N �o K Rfifoa-r- (c# b cm C m ie c0tUC WA A f1 S MAJT IpI� L� 19 N- P/2cos!3a= IIASKOI qs= o. 3dP s � V& x6O x o.9S 13,$� I1 Gs✓o+c PG2 AGr - PAX-A-PX.,J C 41: AC SLI : � - l Sa fe-F . FArCXMc� =0.3 S F S Iq = lop, 1..s/ C �,rs � o.s 9v.3s) _ iS37 0/ P6S'r Air 'St ', Fox- G-v F( < (62,O z., O'Ll,9A 0 _ 17 PAAA-4 ol 0 2S " = 31. 1K I(� oz Ul;•�T�- I,a/,-�f�'� Q�ESot_ o $y FTC f;kmc)r� UIUabLC Tb o�so&& ami 1-a 3, COP- Tl0 4l- 64k,44 ftrc-7-,'ro,-) Y9A- T(ZAA,)L 51 /21 / 14 S✓4 A &262- CAN Sz01-2 .S! JA4Z- ► G'r �N �e i4'9s d� s 1ti.9S� O �S� 6t�Ka' •� D.6 pot 0,.307�� a I�21/1'' �O.S� VOTC • ✓oL a STr�uv►S µ,V&T TfV"f-4K. COA4r) p z -Cli Tt> GAL � L T Le 6" = 20.41 k > P ✓o�c Structut_al I)CSign ;1ssociates .� --- � ['rt�7ittec�titt�>Slrttcc�tre.�.a Jc� Lct.SY P ti'IA 8163 Jan. 29, 2019 Dantrawl Inc. 62XX 180°i St. NE Subject: Typical Footing with HSS Column at 2"J Floor Office Column SD Ref. #816 3 To whom this may concern: The contractor did not install cast-in place anchor bolts for various steel posts located in the office. Port Gardner Architects has proposed a retrofit epoxy solution. Upon review of the proposed modifications this office has approved the modifications provided on the attached sketch titled"TYP. FT'G W/HSS COL. AT 2°'FL OFFICE COL" issued Jan. 17,2019. Please contact this office if you have any questions concerning this letter,or for any other assistance. Sincerely, S Received FEB 0 7 2019 Jasper Baarbe.E.I.T, Chris Covington.P.E. I-16 7� OFFICE COPY �� CITY OF ARLINGTON BUILDING DEPARTMENT1 APPROVED ol 3438 DATE 'Z/ BY '09 ONAL NO CHANGES AUTHORIZED UNLESS APPROVED BY THE JM 3 0 2019 BUILDING INSPECTOR TOO RLICk(T ANT. l"ATrctt, WA 98201 Ph: -25-3.39-0293 I ,n: 42,5-212-O9I0 v.ww.sdacvcrctt.com ..,� - -•. . ♦'�. �. i . 1 �= M r �� INFIL SLAB AT COL BASE OONT. CAULK AT JON r. HSS COL TYP. ��; -o,; TYP. I I COL BASE PLATE �L NC. SLAB BELOW INRLL JOINTS — SEE PLAN IV. RM VIEW AT AN. IQ Goo i-�-- -fir HSS 5 x 5 x 1/4" � 1/4• It 3/4 x 1 0 1 x 0'-11' BASE PLATE 1 (4) 3/410 x It A307 THREJIDED ROD le NON—SHRNK GROUT (rc = 3,000 PSI YIN.) HSS 5 x 5 x 1/4' IYP. SLAB 95% COMPACT il FU PER REPORT UNDISTURBED R ' SUB GRADE EPDXY ROD INTO FOOTING WILH SIMPSON EPDXY SET—XP. EARED WiN. 6 INTO FOOTING. TYP. FT'G W/ HSS COL. AT 2nd FL OFFICE COL. 1/2" = 1I-on HSS COL — EPDXY BOLT REV PER SHEET 5/S4 DATED APR 29 2018 PROJECT NO: 2nd FLOOR COLUMN EPDXY BOLTS Hss 1612- PORTGAPONER ARCHITECTS � D A N T R AW L,_ DATE: 1512'ILTA AM EYAIEIf MR 0 MEN�� 6221 180th Street NE , -�/, StTLICtI.11al l)cslgrl Associates toLOSt W)A 'N103 Feb. 1. 2019 Dantrawl Inc. 62XX 180°i St.NE Subject: Plinth Repair SDA Ref. #8163 To whom this may concern: The contractor has installed the plinth with inadequate bearing areas for the steel building base plates (per Butler drawings issued for constriction on Oct. 18,2018).This deficiency has been identified by Port Gardner Architects and reported to be located at gridlines B-2,D-14.D-2. To rectify this issue the defective plinth sliall be repaired per the attached drawings titled"Plinth Repair'dated Jan. 24,2019. Please contact this office if you have any questions concerning this letter,or for any other assistance. Sincerely, Received FEB 0 7 M2 Sit Jasper Bwarbe,E.I.T. Chris Covington,P-E. RK E S E CITY OF ARLINGTON BUILDING DEPARTMENT APPROVE® NCO0°sl�c� � yi DATE y o NO CHANGES AUTHORIZED UNLESS APPROVED BY THE BUILDING INSPECTOR ,p 3/3 3 S��NAL6►x' OFF FED_0 �2.2Q19--• IE COPY 3t!i 16 Rucker \\c. Everett, \\ A 98201 Ph: 425-330_W-93 1',i\ 425-23?-0910 w w w,sdaev erett.com SO 8�63 PA�-*f: Sty 1FidK AbSL"C WtlW plAV# 3 FA AIL SrT-Fr,',*SS AP* Nor roao-L. mAx 1-oxo FRS+ (i) u jPj.Ar- 6 w RV PLAM KXc (0Zr= s51 S.ok PLA'1V 277 x 3" _ �,3� K- �R AU- ft&T*- 8.31/t•ce _ I,03;L ✓os- z U/.(Z- 0,6 x 70 x �V if l 2) K G/2 = 221- c%rk— `�c ftwT 4 PUTL M= 2,7 7 ,L3 - 8,.7l M/A - 9, oc)r•;^. > 5,31k-;ti /ot, p6L F?ox7 6mwe-n-t : I- 33Qo* '`Z-46o 0 of >s,o'lo* ✓ 5/9 yq6 N kAW Y N fX ST a W I-n4 V - 29CD * 3 a g 700" > �S611 o w ✓vrc 106L ' Usvb Fvv- Ca.Jf34uA --r a • Anchor Designer TM Company: MD6LEPDXY Date: 1/29/2D19 T=j Software EngineerPage. 1/5 r Project - I Version 2.6.6794.8 Address: Phone: E-mail: 1.Proiect information Customer company: Customer contact name: Project description: Customer e-mail: Location: Comment: Fastening description 2,Inout Data&Anchor Parameters General Base Material Design method:ACI 318-14 Units: Imperial units Concrete: Normal-weight Concrete thickness,h(inch):24.00 Anchor Information: State Cracked Anchor type:Bonded anchor Compressive strength,f c(psi):4500 4Jo,v: 1.0 Material:A615 Grade 60 Rebar Diameter(Inch):Grade Reinforcement condition. B tension, B shear he(inch):8.000 Supplemental reinforcement:Not applicable Effective Embedment depth,h Code report:ICC-ES ESR-2508 Reinforcement provided at corners:Yes Anchor category:_ Ignore concrete breakout in tension:No g ry' Ignore concrete breakout in shear:No Anchor ductility:No Hole conditio Water-saturated concrete h,,, (inch): Inspection:Continuous cap(inch):9.93 n:93 Cmin(inch):1. Temperature range, Short/Long: 150/110"F Smin(Inch):3.00 Ignore 6do requirement:Not applicable Build-up grout pad:Yes Recommended Anchor Anchor Name:SET-XPO-SET-XP w/#5 A615 Gr.60 Rebar Code Report: ICC-ES ESR-2508 Ion Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. S inpsxm Shnnil-Tie Cotr;any Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925560,9000 Fax:925.847.3871 vww.stronglie.com • Anchor DesignerTM Company: Date: 1/29/2D19 Engineer: Page. 215 f , Software Project: SDA#8163-PLINTH D61-EPDXY Version 2.6.6794.8 - Address: a Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:No Ductility section for tension:17.2.3.4.3(a)(iii)-(vi)is satisfied Ductility section for shear:17.2.3.5.3(a)is satisfied no factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N..[lb]:3300 W.[lb]:0 V.ay Pb]:0 <Figure 1> 1300 lb 0lb 0Ib Input date and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Sunpson Strong-Tie Company Inc 5956 W.Las Posltas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongte.com Anchor DesignerTm Company: I Date: 1/29/2019 Engineer: Page: 315 Software Project: SDA#8163-PLINTH D6L EPDXY Version 2.6.6794.8 Address: Phone: E-mail <Figure 2> C) 0 O O k6 6.00 16.50 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Shnhson SO rm,u,,Fir,C,oml,any nc 5956 W.Las Poshas Boulevard Pleasanton,CA 94588 Phone:925,560.9000 Fax:925.847.3871 www.stronglie,com • Anchor Designer TM Company: Date: 1/29/2019 Engineer: Page 4/5 lotR, Software Project: SDA#8163-PLINTH D61-EPDXY Version 2.6.6794.8 Address 0 Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax 0b) Vuay(lb) 1(Vuax)2+IV_,)'(lb) 1 3300.0 0.0 0.0 0.0 Sum 3300.0 0.0 0.0 0.0 Maximum concrete compression strain(96):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):3300 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'NY(inch):0.00 4 Steel Strength of Anchor in Tension(Sec.17,4.11 N= (Ib) 0 ON-(lb) 27900 0.65 18135 5 Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=kc.1,allPoherl•5(Eq.17.4.2.2a) k. .1e f o(psi) her(in) Nb(lb) 17.0 1.00 2500 4.000 6800 0.75^b=0.750(Ank/Arvco)V'edNY'c,NV'CANNb(Sec.17.3.1 &Eq.17.4.2.1a) Ank;(in� Abko(in2 ce,mrn(in) Fed,N I c,N PGP,N Nb(lb) 0 0.75ONa(Ib) 144.00 144.D0 6.00 1.000 1.00 1.000 6800 0.65 3315 6 Adhesive Strength of Anchor In Tension(Sec.17.4,51 Tkff=tk,cr&-WermKsd aMsers rkt r(psi) fshaaaerm Kmi aUseis riser(PSI) 660 1.72 0.57 1.00 647 Nba=Aarormdaher(Eq.17.4.5.2) A ror(psi) da(in) her(in) Ni.(Ib) 1.00 647 0.63 8.000 10164 0.75¢Na=0.750(ANa/ANeo)9'ed,Ne'Y�qNeNm(Sec.17 3.1 &Eq.17.4.5.1 a) ANa 02) ANao(W) CNa(in) ce,mia(in) VedIV 'YP,Ns Nao(lb) 0 0.75ON.(lb) 117.68 117.68 5.42 6.00 1.000 1.000 10164 0.45 3430 Input data and resulls must he checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Sampson Shang-fie ri;inlr<my Inc 5956 W.Las Positas Boulevard Pleasanton,CA94588 Phone:925.560.9000 Fax:925.847.3871 www.slrongtie.com Anchor Designer TM Company: Date: 1/29/2019 Engineer: Page: 5/5 Software Project: SDA#8163-PLINTH D61-EPDXY Version 2.6.6794.8 Address: Phone: E-mail. 11.Results 11 Interaction of Tensile and Shear Forces(Sec D 717 Tension Factored Load,Nua(lb) Design.Strength,0Nn(lb) Ratio Status Steel 3300 18135 018 Pass Concrete breakout 3300 3315 1.00 Pass(Governs) Adhesive 3300 3430 0.96 Pass SET-XP w/#5 A615 Gr.60 Reber with hef=8.000 inch meets the selected design criteria. ACI 318 14 Section 17 2 3 4 3(all(I)&(ii►Calculations for Ductility requirement for tension load Steel Factored Load,Nue(lb) 1.2 x Nominal Strength,Nn(lb) Ratio Steel 3300 33480 9.9% Concrete Factored Load,Nue(lb) Nominal Strength,Nn(lb) Ratio Concrete breakout 3300 6800 48.5% Governs Adhesive 3300 10164 32.5% ACI 318-14 Section 17.2.3.4.3(a)(i)&(ii)is not satisfied since steel ratio does not govern. 12.Warnings -When cracked concrete is selected,concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Brittle failure governs for tension.Governing ancnor failure mode is brittle failure.Attachment shall be designed to satisfy the requirements of ACI 318-14 Section 17.2.3.4.3 for structures assigned to Seismic Design Category C.D.E,or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-14 Sections 17.2.3.4.3(a)(iii)to(vi),(b),(c)or(d)is satisfied for tension loading,select appropriate checkbox from Inputs tab to disable this message.Alternatively,00 factor can be entered to satisfy ACI 318-14 Section 17.2.3.4.3(d)to increase the earthquake portion of the loads as required. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson sliony-Tra Company Inu 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:926.847.3871 www.strongtie.com �l Structural I)e`ign '`associates =y Engineering Strt4clures to L4ist Ci y q,W S M 81(3 Jan. 29, 2019 Dantrawl Inc. 62XX 180" St. NE, Arlington, WA Subject: Three Way Steel Beam Conn. SDA Ref 48163 To whom this may concern: Two locations in the office have been identified where three steel beams intersect over a post. Detail 2/S4, issued April 29, 2018 shows a beam to beam connection for two beams only. Sketch "SC-F is attached to this letter to provide structural guidance on adequately connecting the three beams over the post. Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely, OFFICE COPY st Received FEB 0 7 2019 Jasper Baarbe, E.I.T. Chris Covington, P.E. �'1G1Z CITY OF ARLINGTON 5 co vr�; BUILDING DEPARTMENT � �CF WA S C O APPROVED y w DATE /riJ _BY It NO CHANGES AUTHORIZED 4383 UNLESS APPROVED BY THE STtiR BUILDING INSPECTOR 4ON�- ' JM 3 0 2M 3t1O6 Rucker .\v e. l.�Brett,\�A9S2O1 Ph: ?5-339-U293 l a�: 125-252-0916 sdaeverett,com SC- I SHALL BE READ IN CONJUN--"ION WITH THE STRUCTURAL DRAWING— AND NOTES REVIEWED AND APPROVED BY STRUCTURAL DESIGN ASSOCIATES AND THE BUILDING OFFICIAL. ao y C� N90 4 � O U N O N N N N Q >o� o N xx v� I m w m D N SHEAR TAB: D 0 U PLGx 1 2xi 6" cn W 16x40 W 1 Gx40 OR BEAM _ •� W 14x38 BEAM CONN. PER CENTER ON SPLICE 2/54 DATED PLATE APRIL 29, 2018 SPLICE PLATE: PLG2x 12x-L'I PLAN �i zQ J � Z s W I Gx40 OR C 2 MAX. W 14x38 BEAM _ z Qxc� 1 � C) NQ In � � N SHEAR TAB: — THREE PLGx 12xii 611 SIDES W 16x40 4" (TYP.) BEAM RIGHT VIEW Drawn By:JIB Checked By:CCC Date:O 1-29-1 9 5DA JOB NO. 81G3 STRUCTURAL DETAI LS SC-I Tam L o l d wV"? .50(4A 5'/6 3 cojoN. 6? �jIt,,,eL,0 -V (Z) L316x40 W16x`�b 1j14, o LoAOW. - T4 = q x (8 I I 1 = 171 + ¢w w Li-= WS PsF,- 171 - 21.4 K ISPsFx 171 2.S4K �w 23,1 K ��Ai Ewe ¢ 1E,$Ic 23.`►K 16.8K o= TA ' loX 01 m _ !2 S PSG 1�20` I S,O k "a OL ' 15 Psr`x12o- I,ec�K 10 IN : L,- Iz5 PSFk132 s 16,sK ilk Ol = IS Psr= x 13Z IZ a I fe.SO Li 0-. o L-VJ L (L = I g,s f 23•`1 ` '12.`t K W�.1�10 (Z z D.(. w- 7o Ics; •- (-3/jj`t/Jrz-) 12 70k=; >~ 3/1L'/dT) C = 33.4L, 12/s'L= 16.71� TtbTai = Sa. K > 42.Lt KK P44rE : �x = (SfIL��1Z�Z/ti = 11.31ws , /''1 =-3G� 11�3 = 33, *tie-44, M/-a = i c.g s-c —,u, M 23•*IK at (3%3/ti = 1, 624 -P 33 k ✓otf- V = 0.(v«e s/14 x 1 a.x 4 = e 1 IC. V/.1j.- S4 r- a 4 7 (t1C L� = I® VIA-0.6x 0,3a5, 10 =UA, 43,gK - 23MK ✓oC 23.61 ),0.0 II.1SIc �y V, v: = M f 12 C." Wes; 0.Cx70Klf�xti /2 ' Iti,sl; -x 1Z` yj� V3 = 23.`IIC WHO � 0,6., 70Y(/y/sz) ,, Iz/z = 44,,m 23, K i r - 01 12, 19 3 I.JA`t Col e (cos; L� 4 �n� gyp) Nw � RoS � I i = i 1 O SPcr�. P[,N�Er Tr V16 �pN&LDltrQ. WI�I R38 ��., = O,3 1c>,f > Structural 1)csig11 Asso>ciatcs P' Lrrguiecrurg S(ructure.v to LttSI I).4 Jan. 21, 2019 Dantrawl Inc. 62XX 180"St.NE Subject:Panel Corm.Type `E'and`F Revision SDA Ref. #8163 To whom this may concern: Port Gardner Architects as requested this office review an alternative panel connection for connection type`E' and 'F'. Upon review of the proposed modifications this office has approved the modifications provided on"PANEL CONK' dated Jan. 17.2019. The contractor shall note that solid grout shall be installed bewxen the slab and grade and panel at all panel connections. Please contact this office if you have any questions concerning this letter,or for any other assistance. Sincerely. OFFICE COPY '4'-%pw-u- SE D ij f,ft/t'L r R=ecd veb Jasper l3aarbe,E.I.T. Chris Covington,P.E. FEB 0 7 2Q1 AID I"�1L ` co vz�, CITY OF ARLINGTON " 15 of WA BUILDING DEPARTMENT APPROVED 3 x DATE BY O f 3438 NO CHANGES AUTHORIZED STER UNLESS APPROVED BY THE SIDNAL ' BUILDING INSPECTOR FEB 0 12019 3006 Rucker Ave. L"Verutt, \\A 98201 Ph: }25-339-U^_93 I ax: 42-5-3a2-(1916 av w,,v.sda evcrctt.com END OF PANEL EMBED PER TILT-UP PANEL ORGINAL DETAIL AT EA SLAB BEYOND _ � _ _ PANEL END OR OPFII'G -'' WH PATE CONNECTOR R12z4'x6 �Q[DGf FOR NEID FOOTING EMBED PLATE PER ORIGINAL DETAIL EXTERIOR ELEV p6�PIWQ EMBED PER ORIG. C . SLAB M h 14 FULLY FILL JOINT BTWN CONIC. SLAB AND PANEL 4i 6' WITH NON-SHANK GROUT BEiM3 B>GE I 'FOR V1D NON-90K GROUT PAD 12 'r. I THICK MAX FOOTING EMBED PLATE PER MG. DETAIL SECTION VIEW REVISION TO PANEL CONN TYPE 'E' 1/2" = 1'-0" PANEL CORNER / PANEL OPENING PER SHEET S5 DATED APR 29 2018 PANEL CONN PROJECT NO: THICKEN SLAB AT FT'G PC 1 1612 PORT WOO REECIS DATE: D A N T R A W L_ 2 2019 JAN 17 1512M h{f1 f W,IASI11CT N 98MI (42S)m r5B8 6221 180th Street NE FULLY Flu JOINT BM SLAB AND CONC. PANEL WITH CONCRETE I NON-SHRINK NON-MIEfAWC SLAB - 0 STRENGTH GROUT 7 --CONCRETE CLADDING PANE RI - PANEL EMBED PLATE PER ORIGINAL DETAIL PLAN VIEW U RE aKCMR x P NEL & PANEL EMBED PER ORIGINAL DEW AT Ea SLAB BEYOND _ PANEL LDAER CORNER ED PULE CON11111l11 R I i 4 : 1'-0 tG CHANFER HELD EEtifl EIt fQR N[lD 6' FROM PANEL �'i) 4FOOTING EMBED PLATE BOTTOM EDGE / PER ORIGINAL DETAIL. EXTERIOR ELEV PANELAN EMBED PER ORIG. CONC. SLAB 1 4' it 11 FULLY Flll JOINT ETM CONC. SlPB AND PANF1 BEtitl EDGE 12'FOR 110 YAiN NON-SHRINK GROUT NON-SKINK GROUT PAD 1 2 i 1'TACK MAX SECTION VIEW FOOTING EMBED PLATE PER ORIG.09AL REVISION TO PANEL CONN TYPE 'F' 1/2" = i'-O" PANEL JOINT TO FOOTING PER SHEET S5 DATED APR 29 2018 PANEL CONN PROJECT NO: THICKEN SLAB AT FT'G Rc 2 1612 PORT WOO MUIRTS DATE: D A N T R A W L_ 2 2019 JAN 17 1512 c'm Of EVEREIT,wm 91 (0)A 55t8 6221 180th Street NE 1 � P —� ''i`' cO0 bEf ==w , a 0 Zoe PLATE btw/O Lv : S� G %z 7&= 0,2S ;�3, �,�� �Y/z�/�+ ` 0, 3'>s �„3 M n/,a_ D, 37S.�c3G�/�67 = $.O'g K-;n -.6 73 ).6 c' 36 D.zs = 14.E ✓oic- /%z, -ZY 0.0-4 (2`i Oco)/,A -6 y ✓ok PLATE 64ftrrr 2 0,6731c-L�. > 0,5o4k-gt. ✓ot- /Z" I=1cLf-r = 0-) A '� F rac .�` ✓mo t r r" SAFE bu �l""It, PLAN REVIEW COMMENTS DATE: 12/31/2018 TO: Dantrawl Inc. FROM: Amber Green PHONE: 425-388-5588 PHONE: 206-718-7659 EMAIL: dnhannam@frontier.com EMAIL: agreen@safebuilt.com PERMIT#: BID1792 OCCUPANCY GROUP: F-1/13 PROJECT: REVISIONS TYPE OF CONSTRUCTION: V-B ADDRESS: 62XX 180th St, NE NUMBER OF STORIES: 2 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Awb,er i! r e ve. Plans Examiner 1621 114th Ave SE, Ste 219 Bellevue, WA 98004 �u _ Structural Design Associates � — Engineering Structures to Last • g g SDA#8163 Nov. 28,2018 Dantrawl Inc. 62XX 180" St.NE, Arlington,WA Subject: Alternative Footing/Slab Connection SDA Ref. #8163 To whom this may concern: Port Gardner Architects has informed Structural Design Associates of an existing field deficiency involving missing ties between the slab and footing. This deficiency is reported to exist on the north elevation and extends for approximately 12' from the north west comer of the building. At the request of Port Gardner Architects and Coast Construction this office reviewed the project for an alternative footing/slab connection at this location. Based on the reported site conditions, the missing footing/slab ties at this location shall be rectified per attached detail"1/SK-1". Please contact this office if you have any questions concerning this letter,or for any other assistance. Sincerely, CO V 61S F WASy c i� .-i Jasper Baarbe,E.I.T. Chris Covington, P.E. 2 8 2010 3006 Rucker Ave.Everett,WA 98201 Ph: 425-339-0293 Fax:425-252-0916 , ecelver_t www.sdaeverett.com O L r, 1 9 2018 zu� n ai POST-INSTALLED REINFORCEMENT SHALL BE INSTALLED BY A QUALIFIED PERSONNEL, A CONTINUOUS SPECIAL INSPECTION SHALL BE CONDUCTED BY AN APPROVED INSPECTION AGENCY DURING THE INSTALLATION OF THE POST-INSTALLED REINFORCEMENT. � N C� X Y•i SK-I SHALL BE READ IN CONJUNCTION WITH THE STRUCTURAL DRAWINGS AND NOTES REVIEWED AND APPROVED BY STRUCTURAL DESIGN ASSOCIATES AND THE BUILDING OFFICIAL. �_ g 0 N O kn N N N N Q >cq E 0 lz U Q u Q oO 3 m L ui � v U o 5%2° REINFORCED SLAB ON GRADE w/THICKENED EDGE PER PLAN o CONC. TILT-UP PANEL a o I I I Z 3011 Li 7sET-XP 5 BENT BAR 14"1 U z Q _ O MATCH z z LAB REINFORCEMENT � z IG11o/cMIN.) >1 � O in 00 z EPDXY 5 MIN, EMB. o ° o (INSTALL PER MANUFACTURER'S p N Q INSTRUCTIONS) � FT'G PER PLAN ALTERATIVE FT'G SLAB CONN. Drawn By:JIB Checked By:CCC DA, 1 l-2B-18 5DA JOB NO 81G3 STRUCTURAL DETAILS S K- I r• ('1Fr-�6F COPY Date: 9/26/2018 B[1TLER t Buil ManuImll-1- 17-017737-01-Reaction report Rev02 Time:05:09 PM ""r `""" Page: 1 of 30 Reactions-Summary Report w/Controlling Load Comb Shape: Unit l -Building Builder Contact:Trevor Gaskin Project:Dantrawl Bldg Name:Coast Construction Builder PO#: Address:328 N Olympic Ave. Jobsite:17305 59th Ave NE City,State Zip:Arlington,Washington 98223 City,State Zip:Arlington,Washington 98223 Country:United States County,Country:Snohomish,United States Loads and Codes-Shape:Unit 1-Building City: Arlington County: Snohomish State: Washington Country: United States Building Code:Washington State Building Code 2015 Structural: 1 OAISC-ASD Rainfall:1:0.10 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AIS1-ASD fc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering+Second.Dead Load:Varies Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):3.50 psf-USR Wind Load Snow Load Seismic Load Wind Speed:Vult:110.00(Vasd:85.21)mph Ground Snow Load:pg:17.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf: 11.90 psf Mapped MCE Acceleration:Ss:107.30%g Wind Exposure:C-Kz:0.994 Design Snow(Sloped):ps: 11.90 psf Mapped MCE Acceleration:Sl:41.80%g Parts Wind Exposure Factor:0,994 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:le: 1.000 Topographic Factor:Kzt:1.0000 Exposure Factor:2 Partially Exposed-Cc: 1.00 Design Acceleration Parameter:Sds:0.7660 Snow Importance:Is:1.000 Design Acceleration Parameter:Sd1:0.4409 NOT Windborne Debris Region Thermal Factor:Heated-Ct: 1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/4/6 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a: 12/8/3 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.17 psf Fundamental Period Height Used:31/8/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.30 Rev02 Revision summary: Fundamental Period:Ta:0.4447 ry• R-Factor:3.50 Add 6" sprinkler on roof Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.2672 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W .I;i; File: 17-017737 Version: 2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America, Inc. j;`` l 20'18 Date: 9/26/2018 BUTLER Butler Manufaduring 1 7-01 773 7-0I Reaction report Rev02 Time:05:09 PM Page: 2 of 30 Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min, Roof Peak Width Length (s .ft.) (sq ft) (s .ft) Hei ht Hei Height 2 Pitch Pitch I Height Unit 1-Building 131/0/0 302/0/0 39562 26192 1 39639 1 31/8/8 31/8/8 0.750:12 0.750:12 35/9/10 Overall Shape Descri it ion Roof] I Roof2 jFromGridj To Grid Width Length Eave Ht. Eave Ht.2 Pitch Pitch 2 Dist.to Ride Peak Height A B 14-D B-14 1 131/0/0 302/0/0 31/8/8 31/8/8 0.750:12 0.750:12 65/6/0 35/9/10 13 1 11 10 i M U v to P O 4 BE a�y-rr 8t. <*>The building is designed with bracing diagonals in the designated bays.Column base reactions,base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: 17-017737 Version: 2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 9/26/2018 BUTLER Butler Manuraoeuring 1 7-01 773 7-01 Reaction report Rev02 Time:05:09 PM Page: 3 of 30 Wall: 4,Frame at: 1/0/0 Frame ID:Endwall Frame n FEW Frame Type:Continuous Beam 14 14 14 14 14 Q W W vv W W W lix Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Resctlons-Unfactored Load Type at Frame Cross Section:13.9 Type Exterior Column Interior Column Interior Column Interior Column X-Loc 0/0/0 24/10/0 48/4/0 65/6/0 Grid] -Grid2 13.9-13 B.1-14 B.4-14 C-14 Base Plate W x L(in.) 8X19 8X12 8X11 8X12 Base Plate Thickness(in.) 0.375 0.375 0,375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" 100'-0" Load Type Load Description Desc. Hx I Vy Hx Hz Vy Hx Hz Vv Hx Hz V D Material Dead Weight Frm 0.02 1,08 2.07 1.27 - - 1.79 CG Collateral Load for Gravity Cases Frm 0.03 0.71 - 1.35 0.69 - 0.83 L> Live-Notional Right Frm 0.07 2.45 6.82 - 4.44 - 5.21 <L Live-Notional Left Frm 0.07 2.45 6.82 4.44 - 5.21 ASL^ Alternate Span Live Load,Shifted Right Frm - -0.66 4.08 2.22 2.80 ^ASL Alternate Span Live Load,Shifted Left Frm 0.07 3.10 - 2.73 2.21 2.40 SMS> Specified Min.Roof Snow-Notional Right Frm 0.10 3.49 - 9.64 5.93 6.90 <SMS Specified Min.Roof Snow-Notional Left Frm 0.10 3.49 - - 9.64 5.93 - 6.90 S> Snow-Notional Right Frm 0.05 1.66 - 4.59 2.82 - 3.28 SD Snow Drift Load Frm 0.15 5.84 13.85 - 9.68 - 9.57 <S Snow-Notional Left Frm 0.05 1.66 - 4.59 - 2.82 - - 3.28 US1* Unbalanced Snow Load 1,Shifted Right Frm 0.02 0.49 - 1.45 - - 0.43 - 4.04 *US] Unbalanced Snow Load 1,Shifted Left Frm 0.04 1.60 - 4.78 - - 524 - 3.10 W 1> Wind Load,Case 1,Right Frm -3.58 -7.26 8.91 -9.99 - 8.04 -9.02 7,93 -6.88 <WI Wind Load,Case 1,Left Frm 3.94 -0-72 -8.01 -9.08 - -7.23 -3.30 -7.13 -7.03 W2> Wind Load,Case 2,Right Frm -5.05 -5.19 - -6.95 - -6.78 -0.02 -4.62 <W2 Wind Load,Case 2,Left Frm 2.48 1.35 -6.04 - - -1.06 0.02 -4.76 WPL Wind Load, Ridge,Left Frm 2.53 -4.25 - -5.92 - - -4.16 - -6.81 WPR Wind Load, Ridge,Right Frm 2.77 -5.66 - -1 1.75 - -8.02 -6.05 MW Minimum Wind Load Frm - - - - - - - - MW Minimum Wind Load Frm 0.80 1.58 -1.30 0.36 - -0 21 MW Minimum Wind Load Frm - - - - - - - - MW Minimum Wind Load Frm -3.50 -0.71 0.77 -0.50 - - -0.42 CU Collateral Load for Wind Cases Frm - - - - - - L Roof Live Load Frm 0.07 2.45 6.82 4.44 - 5.21 S Snow Load Frm 0.05 1.66 - 459 2.82 3.28 E> Seismic Load,Right Frm -1.14 -1.96 0.29 1.64 - 1.00 -0-49 - 4.03 0.04 EG+ Vertical Seismic Effect,Additive Frm - 0.23 - - 0.55 - - 032 - 0.37 <E Seismic Load,Left Frm 1.14 1.96 -0.29 -1.64 - -1.00 0.49 -4.03 404 EG- Vertical Seismic Effect,Subtractive Frm - -0.23 - - -0.55 - -0.32 - -0.37 SMS Specified Min.Roof Snow Frm 0.10 3.49 - 9.64 - - 5.93 6.90 File: 17-017737 Version: 2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America, Inc. Date: 9/26/2018 BUTLER Butler ManulacturinB 17-017737-01-Reaction report Rev02 Time:05:09 PM -`---- Page: 4 of30 Type Interior Column Interior Column Exterior Column X-Loc 87/6/0 108/2/0 131/0/0 Grid -Grid2 C.1-14 C.3-14 13.9-D Base Plate W x L(in.) 8X12 8X11 8X13 Base Plate Thickness(in.) 0.375 0.375 0.375 Anchor Rod Qty/D iam. (in.) 4-0.750 4-0.750 4-0 750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Tynd Load Description Desc. Hx Hz Vy Hx Hz Vy Hx I V D Material Dead Weight Frm 1.74 - 2.04 -0.04 1.28 CG Collateral Load for Gravity Cases Frm 0.79 1.18 -0.04 0.70 L> Live-Notional Right Frm 4.96 5.97 -0.1 1 2.48 <L Live-Notional Left Frm 4.96 5.97 -0.11 2.48 - ASL^ Alternate Span Live Load,Shifted Right Frm 2.86 2.30 -0.15 3.08 - ^ASL Alternate Span Live Load,Shifted Left Frm 2.10 - 3.67 0.03 -0.60 - SMS> Specified Min.Roof Snow-Notional Right Frm 6.75 - 8.11 -0.16 3.47 - <SMS Specified Min.Roof Snow-Notional Left Frm - 6.75 - 8.11 -0.16 3.47 - S> Snow-Notional Right Frm - 3.21 - 3.86 -0.08 1.65 - SD Snow Drift Load Frm 8.10 - 10.85 -0.22 4.83 - <S Snow-Notional Left Frm 3.21 - 3.86 -0.08 1.65 - US1* Unbalanced Snow Load 1,Shifted Right Frm 5.41 - 3.66 -0.08 1.71 - *US1 Unbalanced Snow Load 1,Shifted Left Frm 080 1.22 -0.01 0.46 - W1> Wind Load,Case 1,Right Frm 8.27 -4.25 7.73 -12.79 -7.23 4.76 - <Wl Wind Load,Case 1,Left Frm -7.39 -9.53 - -6.79 -4.62 6.21 -11.15 - W2> Wind Load,Case 2,Right Frm -0.09 -1.70 - -0.26 -10.37 -5.79 6.87 - <W2 Wind Load,Case 2,Left Frm - 0.13 -6.98 - 0.40 -2.20 7.65 -9.04 WPL Wind Load,11 Ridge,Left Frm - - -8 90 - - -10.04 -2.90 -5.34 - WPR Wind Load,11 Ridge,Right Frm - - -4 96 - - -4 30 -2.25 -4.70 - MW Minimum Wind Load Frm - 0.05 - - 0,16 - - - MW Minimum Wind Load Frm - -0.32 - - 2.46 4.75 -2.57 - MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm 0.37 - -4.38 -2.70 4.87 - CU Collateral Load for Wind Cases Frm - - - - - L Roof Live Load Frm - 4.96 - 5.97 411 2.48 - S Snow Load Frm 3.21 3.86 -0.08 1.65 E> Seismic Load,Right Frm 6.03 0.38 5.97 -3.65 -5.48 4.05 EG+ Vertical Seismic Effect,Additive Frm - 0.36 - 0.47 -0.01 0.23 <E Seismic Load,Left Frm -6.03 -0.38 -5.97 3 65 5.48 -4.05 EG- Vertical Seismic Effect,Subtractive Frm - -0.36 - - -0.47 0.01 -0.23 SMS Specified Min.Roof Snow Frm 6.75 - 8.11 -0,16 3.47 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Appropriate Load Factors must be applied for deli n of foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Loadl Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 13.9-B 3.02 28 2.42 17 - - - - 3.70 26 9.30 12 24/10/0 B.1-14 - - - 4.81 17 5.34 16 5.81 31 21.86 12 - - 48/4/0 B.4-14 434 17 4.82 16 4.65 26 14.46 12 - 65/6/0 C-14 428 17 4.76 16 3.14 27 15.47 12 - - 87/6/0 C 1-14 - 5.48 45 5.48 44 4.68 27 13.83 12 - 108/2/0 C.3-14 - - 5.43 45 5.43 44 6.45 26 17.94 12 131/0/0 13.9-D 1 5.07 44 1 4.97 47 - 5.92 27 8.46 12 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:13.9 Note:All reactions are based on 1 st order structural analysis. X-Loc 0/0/0 24/10/0 48/4/0 65/6/0 87/6/0 Grid] -Grid2 13.9-13 B.1-14 B.4-14 C-14 C.1-14 Ld Description Hx Vy Hx Hz V Hx Hz Vy Hx Hz V Hx Hz Vy Cs (application factor not shown) (k) (k) (k) (k)r21.86 (k) (k) (k) (k) (k) (k) (k) (k) (k) 12 D+CG+S>+SD 0.25 9.30 - - - 14.46 - - 15.47 - - 13,83 16 D+CG+W1> -2.10 -2.56 - 5.34 - 4.82 -3.45 - 4.76 -1.51 - 496 -0.03 17 D+CG+<WI 2.42 1.37 - -4.81 - 44.34 -0.02 4.28 -1.59 4.43 -3.20 File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of B1ueScope Buildings North America, Inc. , Date: 9/26/2018 BUTLER Butler Manufacturinp 17-017737-01-Reaction report Rev02 Time:05:09 PM ." Page: 5 of 30 26 D+CU+W 1> -2.14 -3.70 5.34 -4.75 4.82 -4.65 - 4.76 -3.06 - 4.96 -1.5] 27 D+CU+<W 1 2.38 0.22 -4.81 -421 -4.34 -1.22 - 4.28 -3.14 - -4.43 -4.68 28 D+CU+W2> -3.02 -2.46 - -2.93 - -3.31 - -0.01 -1.70 - -0.05 0.02 31 D+CU+WPR 1.68 -2 75 - -5.81 - 4.05 - - -2.56 - - -1.93 44 D+CG+E>+EG+ -0.99 0.18 026 5.30 0.91 1.73 3.66 2.92 - 5.48 3.12 45 D+CG+<E+EG+ 1 08 3.74 -0.26 2.31 -0.91 2.63 - -3.66 2.85 -5.48 2.43 47 D+CU+<E+EG- 1.05 2.27 -0 26 1 -0.64 - -0.91 0.99 -3.66 0.78 - -5.48 0.45 X-Loc 10812/0 131/0/0 Grid] -Grid2 C.3-14 13.9-D Ld Description Hx Hz Vy Hx V Cs (application factor not shown) (k) (k) (k) (k) (k) 12 D+CG+S>+SD - 17.94 -0.37 8.46 16 D+CG+W 1> 4.64 -4.45 -4.42 4.83 17 D+CG+<W] - -4.08 0.45 3.65 -4.71 26 D+CU+W1> 4.64 -6.45 -4.36 3.62 27 D+CU+<W1 - -4.08 -1.55 3.70 -5.92 28 D+CU+W2> - -0.16 -5.00 -3.50 4.89 31 D+CU+WPR - - -1.35 -1.38 -2.05 - 44 D+CG+E>+EG+ - 5.43 0.23 -5.07 5.83 45 D+CG+<E+EG+ -5.43 6.88 4.89 -1.54 47 D+CU+<E+EG- - -5.43 4.22 4.97 -3.08 ASD Load Combinations-Framin No. Origin Factor Application Description 12 System 1.000 1.0 D+1.0 CG+1.0 S>+1.0 SD D+CG+S>+SD 16 System 1,000 I.0D+I.0CG+0.6W1> D+CG+W1> 17 System 1.000 1.0 D+1.0 CG+0.6<W1 D+CG+<W1 26 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 27 System 1.000 0.6 D+0.6 CU+0.6<W I D+CU+<W 1 28 System 1 000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 31 System 1.000 0.6D+0.6CU+0.6WPR D+CU+WPR 44 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 45 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 47 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 9/26/2018 BUTLER uring 17-017737-01-Reaction report Rev02 Time:05:09 PM ""B"ursar M.".1. t Page: 6 of 30 Wall:4,Frame at:26/0/0 Frame ID:MRF Frame Straight Cl Frame Type:Continuous Beam Q ti Hx Hx Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-tinfactored Load Type at Frame Cross Section:13 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl -Grid2 13-B 13-C 13-D Base Plate W x L(in.) 9 X 19 12 X 11 9 X 13 Base Plate Thickness(in.) 0.375 0.500 0,375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-1.000 Column Base Elev. 100'-0" 100'-0" 100'-0" r Load Description Desc. Hx V Hx V Hx V Material Dead Weight Frm 1) `' 461 7.81 -0.62 5.11 Collateral Load for Gravity Cases Frm 0.51 3.09 5.40 -0.51 3.08 Live-Notional Right Frm 1.72 9.31 20.71 -1.72 9.28 Live-Notional Left Frm 1 72 9.31 20.71 -1.72 9.28 Alternate Span Live Load,Shifted Right Frm 089 -0.36 10.35 -0.89 9.65 ASL Alternate Span Live Load,Shifted Left Frm 0.84 9.67 10.36 -0.84 -0.38 SMS> Specified Min.Roof Snow-Notional Right Frm 3.59 19.40 43.15 -3.59 19.32 <SMS Specified Min.Roof Snow-N otional Left Frm 3.59 19.40 43 15 -3.59 19.32 S> Snow-Notional Right Frm 1.71 9.23 20.54 -1.71 9.20 SD Snow Drift Load Frm 0.68 8.58 8.58 -0.68 3.04 <S Snow-Notional Left Frm 1.71 9.23 20.54 -1.71 9.20 US1* Unbalanced Snow Load 1,Shifted Right Frm 1.30 2.26 19.03 -1.30 10.52 - *US1 Unbalanced Snow Load 1,Shifted Left Frm 1.26 10.54 19.03 -1.26 2.24 - W 1> Wind Load,Case 1,Right Frm -8.93 -22.00 -44.49 -14.63 -5.38 - <WI Wind Load,Case 1,Left Frm 3.84 -12.56 -31.43 17.40 -27.89 - W2> Wind Load,Case 2,Right Frm -10.38 -13.99 - -29.62 -13.18 2.60 <W2 Wind Load,Case 2,Left Frm 2.39 -4.54 - -16.56 18.85 -19.90 WPL Wind Load,11 Ridge,Left Frm 1.60 -13.72 -35.82 -2.74 -22.34 WPR Wind Load,11 Ridge,Right Frm 2.12 -22.85 -34.95 -0.99 -14.09 MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm 1.74 0.60 2.29 11.76 -2.90 MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm -6.86 0.54 -5.57 -8.53 5,03 CU Collateral Load for Wind Cases Frm - - - - - - L Roof Live Load Frm 1.72 9.31 20.71 -1.72 9.28 S Snow Load Frm 1.71 9.23 20.54 -1.71 9.20 E> Seismic Load,Right Frm -2.47 -0.68 -3.73 -13.90 4.41 EG+ Vertical Seismic Effect,Additive Frm 0.21 1.16 2.37 -0.21 1.17 <E Seismic Load,Left Frm 2.47 0.68 3.73 13.90 -4.41 EG- Vertical Seismic Effect,Subtractive Frm -0.21 -1.16 -2.37 0.21 -1.17 SMS Specified Min.Roof Snow Frm 3.59 19.40 - 43.15 -3.59 19.32 File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 9/26/2018 BUTLER Butler Manufacturing 17-01773 7-01-Reaction report Rev02 Time:05:09 PM Page: 7 of 30 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on Ist order structural analysis. Azzimoriate Load Factors must be ai Ptilied for ionof foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom c A Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 13-B 5.86 23 4.72 5 - - - 10,94 26 27.10 5 - - - 65/6/0 13-C - - - - - - - 22.01 21 56.36 5 - - - 131/0/0 13-D 1392 39 12.42 42 - 13.66 22 27.52 5 - Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:13 Note:All reactions are based on 1 st order structural analysis. X-Loc 0/0/0 65/6/0 131/0/0 Grid] -Grid2 13-B 13-C 13-D Ld Description Hx VV Hx Vy Hx Vv Cs (application factor not shown) (k) (k) (k) (k) (k) (k) 5 D+CG+SMS> 4.72 27.10 - 56.36 -4 72 27.52 21 D+CU+W1> 4.99 -1044 -22.01 -9.15 -0.16 22 D+CU+<W 1 2.68 -4.77 -14 17 10.07 -13.66 23 D+CU+W2> -5.86 -5.63 -13.09 -8.28 4.63 26 D+CU+WPR 1.65 -10.94 -16.28 -0.97 -5.38 39 D+CG+F>+EG+ -0.98 7.90 11.48 -13.92 1302 42 1 D+CU+<E+EG- 1 2.48 1 2.57 642 1242 -1 76 ASD Load Combinations-Framin No. Ori in Factor Application Description 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 21 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 22 System 1.000 0.6 D+0.6 CU+0.6<W1 D+CU+<W1 23 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 26 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 39 System 1 000 1.0 D+1.0 CG+0.91 F>+0.7 EG+ D+CG+E>+EG+ 42 System 1.000 0.6 D+0.6 CU+0.91 <E+0.7EG- D+CU+<E+EG- File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 9/26/2018 BUTLER Butler Manu}aoturinp 1 7-01 7 73 7-01 Reaction report Rev02 Time:05:09 PM Page: 8 of 30 Wall:4,Frame at:51/0/0 Frame ID:MRF Frame Straight C1 Frame Type:Continuous Beam Q Vy vY �Y ti Nx Hx Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfaetored Load Type at Frame Cross Section:12 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Grid1 -Grid2 12-B 12-C 12-D Base Plate W x L(in.) 9 X 19 12 X 11 9 X 13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-1.000 Column Base Elev. 100'-0" 100'-0" 100'-0" (Load Tvoei Load Description Desc. Hx I Vy Hx Vy Hx V D Material Dead Weight Frm 0.62 4.61 - 7.81 -0.62 5.11 CG Collateral Load for Gravity Cases Frm 0.51 3.09 - 5.40 -0.51 3.08 L> Live-Notional Right Frm 1.72 9.31 - 2 ..71 -1.72 9.28 <L Live-Notional Left Frm 1.72 9.31 - 20.71 -1.72 9.28 ASL^ Alternate Span Live Load,Shifted Right Frm 0.89 -0.36 - 10.35 -0.89 9.65 ^ASL Alternate Span Live Load,Shifted Left Frm 0.84 9.67 - 10.36 -0.84 -0.38 SMS> Specified Min.Roof Snow-Notional Right Frm 3.59 19.40 - 43.15 -3.59 19.32 <SMS Specified Min.Roof Snow-Notional Left Frm 3.59 19.40 - 43.15 -3.59 19.32 - S> Snow-Notional Right Frm 1.71 9.23 20.54 -1.71 9.20 - SD Snow Drift Load Frm 0.05 5.33 0.16 -0.05 - <S Snow-Notional Left Frm 1.71 9.23 20.54 -1.71 9.20 - US]* Unbalanced Snow Load 1,Shifted Right Frm 1.30 2.26 19.03 -1.30 10.52 *US1 Unbalanced Snow Load 1,Shifted Left Frm 1.26 10.54 19.03 -1.26 2.24 Wl> Wind Load,Case 1,Right Frm -7 31 -18.32 -37.86 -13.08 -4.70 <W1 Wind Load,Case 1,Left Frm 3.45 -11.10 -26.34 14.63 -23.44 W2> Wind Load,Case 2,Right Frm -8.76 -10.31 -22.99 -11-63 3.29 <W2 Wind Load,Case 2,Left Frm 2.00 -3.08 -11.47 16.08 -15.46 WPL Wind Load,11 Ridge,Left Frm 2.04 -12.21 -29.97 -2.89 -18.70 WPR Wind Load,11 Ridge,Right Frm 2.43 -19.09 -29.31 -1.58 -12.48 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm 1.74 0.60 2.29 11.76 -2.90 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm -6.86 0.54 -5.57 -8.53 5.03 CU Collateral Load for Wind Cases Frm - - - - - L Roof Live Load Frm 1.72 9.31 20.71 -1,72 9.28 S Snow Load Frm 1.71 9.23 2054 -1.71 9.20 E> Seismic Load,Right Frm -2.47 -0.68 - -3 73 -13.90 441 EG+ Vertical Seismic Effect,Additive Frm 0.21 1.16 - 2.37 -0.21 1.17 <E Seismic Load,Left Frm 2.47 0.68 - 3.73 13.90 -4.41 EG- Vertical Seismic Effect,Subtractive Frm -0.21 -1.16 - -2.37 0.21 -1.17 SMS Specified Min.Roof Snow Frm 3.59 19.40 - 43.15 -3.59 19.32 File: 17-017737 Version: 2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 9/26/2018 sur�R Butler Manufacturing 17-017737--01-Reaction report Rev02 Time:05:09 PM Page: 9 of 30 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on ist order structural analysis. Appropriate Load Factors must be applied for sign of foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) On-k) 0/0/0 12-B 4.88 23 4.72 5 - 8.69 26 27.10 5 65/6/0 12-C - - - - 18.03 21 56.36 5 - 131/0/0 12-D 13 92 39 12.42 42 - - 11.00 22 27.52 5 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:12 Note:All reactions are based on 1 st order structural analysis. X-Loc 0/0/0 65/6/0 131/0/0 Gridl -Grid2 12-B 12-C 12-D Ld Description Hx Vy Hx Vy Hx VV Cs (application factor not shown) (k) (k) (k) (k) (k) (k) 5 D+CG+SMS> 4.72 27.10 56.36 -4.72 27.52 - 21 D+CU+W 1> -4 01 -8.23 -18.03 -8.23 0.25 - 22 D+CU+<W 1 2.44 -3.89 - -11.12 8.40 -11.00 23 D+CU+W2> 4.88 -3.42 -9.11 -7.36 5.04 26 D+CU+WPR 1.83 -8.69 -12.90 -1.32 4.42 39 D+CG+F>+EG+ -0.98 790 11.48 -13.92 13.02 42 D+CU+<E+EG- 1 2.48 1 2.57 6.42 12.42 -1.76 ASD Load Combinations-Framing No, Origin Factor Application Description 5 System 1.000 LO D+1.0 CG+1.0 SMS> D+CG+SMS> 21 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 22 System 1.000 0.6 D+0.6 CU+0.6<Wl D+CU+<Wl 23 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 26 System 1.000 0.6D+0.6CU+0.6WPR D+CU+WPR 39 System 1.000 1.0 D+1.0 CG+0.91 F>+0.7 EG+ D+CG+E>+EG+ 42 1 System 1 1.000 P.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 9/26/2018 surt�ir Butler ManuTaduring 17-017737-01-Reaction report Rev02 Time:05:09 PM Page: 10 of30 Wall:4,Frame at: 76/0/0 Frame ID:MRF Frame Frame Type:Continuous Beam Q Hx13x Hu Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000,00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:11 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Grid] -Grid2 ]1-B 11-C Il-D Base Plate W x L(in.) 9X13 12X11 9X13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0350 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Typel Load Description Desc. Hx Vv Hx Vy Hx Vy D Material Dead Weight Frm 1.23 3.30 6.94 -1.23 5.35 CG Collateral Load for Gravity Cases Frm 0.96 3.43 4.72 -0.96 3.43 L> Live-Notional Right Frm 3.24 10.45 18,40 -3.24 10.45 <L Live-Notional Left Frm 3.24 10.45 1840 -3.24 10.45 ASL^ Alternate Span Live Load,Shifted Right Frm 1.62 0.22 9.20 -1.62 10.23 ^ASL Alternate Span Live Load,Shifted Left Frm 1.62 10.23 - 9.20 -1.62 0.22 SMS> Specified Min.Roof Snow-Notional Right Frm 6.75 21.77 38.34 -6.75 21,77 <SMS Specified Min.Roof Snow-Notional Left Frm 6.75 21.77 - 38.34 -6.75 21.77 S> Snow-Notional Right Frm 3.21 10.36 - 18.25 -3.21 10,36 SD Snow Drift Load Frm 0.09 2.80 - - -0.09 0.05 - <S Snow-Notional Left Frm 3.21 10.36 - 18.25 -3.21 10.36 - US1* Unbalanced Snow Load 1,Shifted Right Frm 240 3.13 17.29 -2.40 11.39 *US1 Unbalanced Snow Load 1,Shifted Left Frm 2.40 11.39 17.29 -2.40 3.13 Wl> Wind Load,Case 1,Right Frm -12 44 -22.24 -28.27 -4.63 -10.36 <Wl Wind Load,Case 1,Left Frm 3.82 -10.83 -27.95 12.04 -22.10 W2> Wind Load,Case 2,Right Frm -12.81 -13.43 -15.04 -4.26 -1.54 <W2 Wind Load,Case 2,Left Frm 3.45 -2.01 -14.72 12-41 -13.29 WPL Wind Load, Ridge,Left Frm -0.35 -13.99 -26.37 -0.51 -20.52 WPR Wind Load, Ridge,Right Frm 0.51 -20.52 -26.37 0,35 -13 99 - MW Minimum Wind Load Frm - - - - - - MW Minimum Wind Load Frm 4.26 2.30 -1.10 9.24 -1.20 - MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm -9.49 -1 36 -1.11 -4.61 2.48 CU Collateral Load for Wind Cases Frm - - - L Roof Live Load Frm 3.24 10.45 18,40 -3.24 10.45 S Snow Load Frm 3,21 10.36 18.25 -3.21 10.36 E> Seismic Load,Right Frm -9.48 -3.03 0.28 -11.62 276 EG+ Vertical Seismic Effect,Additive Frm 0.39 L30 2.09 -0.39 1.31 <E Seismic Load,Left Frm 9.48 3.03 -0.28 11.62 -2.76 EG- Vertical Seismic Effect,Subtractive Frm -039 -1.30 - -2.09 0.39 -1.31 SMS Specified Min.Roof Snow Frm 6.75 21.77 - 38.34 -6-75 21.77 File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. y � . Date: 9/26/2018 BUTLER 17-017737-01-Reaction report Rev02 Time:05:09 PM Page: 11 of 30 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Awromiate Load Factors must be amplied for ipAnof foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom ecw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 11-B 8.16 41 11.09 40 - - - 10.17 21 30.50 5 - - - 65/6/0 11-C - - - - - - - 12.80 21 50.00 5 - - 131/0/0 11-D 13.04 39 10.11 42 - - 10.05 22 30.55 5 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:11 Note:All reactions are based on I st order structural analysis. X-Loc 0/0/0 65/6/0 131/0/0 Gridl -Grid2 11-B I1-C 11-D Ld Description Hx Vy Hx VY Hx Vy Cs (application factor not shown) (k) (k) (k (k) (k) (k) 5 D+CG+SMS> 8.94 30.50 - 50.00 -8.94 30.55 - 21 D+CU+W1> -6.72 -10.17 - -12.80 -3.52 -3.01 - 22 D+CU+<W l 3.03 -3.32 - -12.60 6.49 -10.05 - 39 D+CG+F>+EG+ -6.16 6.88 - 13.38 -13.04 12.20 - 40 D+CG+<E+EG+ 11.09 12.40 - 12.88 8.11 7.19 41 D+CU+F>+EG- -8.16 -0.49 2.95 -11.04 4.81 - 42 D+CU+<E+EG- 909 5.03 2.45 1 10.11 -0.21 - ASD Load Combinations-Framing No. Origin Factor Application Description 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 21 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 22 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<WI 39 System 1.000 1.0 D+1.0 CG+0.91 F>+0.7 EG+ D+CG+E>+EG+ 40 System 1.000 1.0 D+1.0 CG+0.91 <E+0.7 EG+ D+CG+<E+EG+ 41 System 1.000 .6 D+0.6 CU+0.91 F>+0.7 EG- D+CU+E>+EG- 42 1 System 1 1.000 .6 D+0.6 CU+0.91<E+0.7 EG- ID+CU+<E+EG- File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 9/26/2018 surt_>=R Butler Manufacturing 17-017737-0I-Reaction report Rev02 Time:05:09 PM Page: 12 of 30 Wall: 4,Frame at: 101/0/0 Frame ID:MRF Frame Frame Type:Continuous Beam Q) Ohl HICME H. Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:10 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Grid] -Grid2 10-B 10-C ]0-D Base Plate W x L(in.) 9 X 13 12 X 11 9 X 13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-1.000 Column Base Elev. 100'-01, 100'-01, 100'-0" Load Tvpel Load Description Desc. Hx I Vy Hx I Vy Hx I Vy D Material Dead Weight Frm 1.51 5.47 6.44 -1.51 5.59 - CG Collateral Load for Gravity Cases Frm 1.20 3.58 4.42 -L20 3.58 L> Live-Notional Right Frm 4.08 10.97 - 17.37 -4.08 10-97 <L Live-Notional Left Frm 4.08 10.97 - 17.37 -4.08 10.97 ASLA Alternate Span Live Load,Shifted Right Frm 2.06 0.49 - 8.66 -2.06 10.50 AASL Alternate Span Live Load,Shifted Left Frm 2.02 10.48 - 8.71 -2.02 0.47 SMS> Specified Min.Roof Snow-Notional Right Frm 8.50 22.85 - 36.18 -8.50 22.85 <SMS Specified Min.Roof Snow-Notional Left Frm 8.50 22.85 - 36.18 -8.50 22.85 S> Snow-Notional Right Frm 4.05 10.87 - 17.22 -4.05 10.87 SD Snow Drift Load Frm - - - - - <S Snow-Notional Left Frm 4.05 10.87 - 17.22 -4.05 10.87 US1* Unbalanced Snow Load 1,Shifted Right Frm 3.05 3.53 - 16.49 -3.05 11.79 - *US1 Unbalanced Snow Load 1,Shifted Left Frm 3.02 11.77 - 16.54 -3.02 3.50 W 1> Wind Load,Case 1,Right Frm -12.01 -22.21 - -26.53 -1 44 -12.14 <W1 Wind Load,Case 1,Left Frm 1.40 -12.17 - -26.48 12.05 -22.23 W2> Wind Load,Case 2,Right Frm -11.80 -13.03 - -14.01 -1.65 -2.97 <W2 Wind Load,Case 2,Left Frm 1.61 -2.99 - -13.96 11.84 -13.06 WPL Wind Load,11 Ridge,Left Frm -1.53 -14.71 - -24.91 0.67 -21.25 - WPR Wind Load,11 Ridge,Right Frm -0.64 -21,23 - -24.96 1.49 -14.69 - MW Minimum Wind Load Frm - - - - - - - MW Minimum Wind Load Frm 4.19 2.25 - -1 01 9.31 -1.24 MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm -8.90 -1.09 -0.96 -3.79 2.04 - CU Collateral Load for Wind Cases Frm - - - - L Roof Live Load Frm 4.08 10.97 17.37 4.08 10.97 - S Snow Load Frm 4.05 10.87 17.22 -005 10.87 - E> Seismic Load,Right Frm -13.24 -3.20 -0.09 -12.59 3.29 - EG+ Vertical Seismic Effect,Additive Frm 0.49 1.36 1.97 -0.49 1.37 - <E Seismic Load,Left Frm 13.24 3.20 - 0.09 12.59 -3.29 - EG- Vertical Seismic Effect,Subtractive Frm -0.49 -1.36 - -1.97 0.49 -1.37 - SMS Specified Min,Roof Snow Frm 8.50 22.85 - 36.18 -8.50 22.85 - File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. • r Date: 9/26/2018 BUTLER Butler Manufacturinp 17-017737-01 Reaction report Rev02 Time:05:09 PM Page: 13 of30 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. AWroptiate Load Factors must be applied for ign of foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) (k) (k) (k) (k) (k) in-k) (in-k) 0/0/0 10-13 1 11.48 41 15.10 40 - - - 10.04 21 31.89 5 - - 65/6/0 10-C - - - - - - - 12.05 21 47.05 5 - 131/0/0 10-D 14.51 39 10.89 42 - 9.98 22 32.02 5 - - Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:10 Note:All reactions are based on 1 st order structural analysis. X-Loc 0/0/0 65/6/0 131/0/0 Gridl -Grid2 10-13 10-C 10-D Ld Description Hx Vy Hx Vy Hx V Cs (application factor not shown) (k) (k) (k) (k) (k) (k 5 D+CG+SMS> 11.21 31.89 47.05 -11.21 32.02 21 D+CU+W1> -6.30 -10.04 -12.05 -1.77 -3.93 22 D+CU+<W 1 1 75 -4 02 - -12.02 633 -9.98 39 D+CG+E>+EG+ -8.99 7.08 - 12.16 -14.51 13.12 40 D+CG+<E+EG+ 15.10 12.91 - 12.33 8.40 7.13 41 D+CU+E>+EG- -11.48 -0.58 2.40 -12.02 5.39 42 D+CU+<E+EG- 1 12.61 1 5.24 2.57 10.89 -0.60 ASD Load Combinations-Framin No, Origin Factor Application Des cri tion 5 System 1-000 LOD+I.00G+1.0SMS> D+CG+SMS> 21 System 1 000 0.6 D+0.6 CU+0.6 W1> D+CU+WI> 22 System 1.000 0.6 D+0.6 CU+0.6<W1 D+CU+<W1 39 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 40 System 1.000 1.OD+I.00G+0.91<E+0.7EG+ D+CG+<E+EG+ 41 System 1.000 iD.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 42 System 1.000 0-6D+0.6CU+0.91<E+0.7EG- D+CU+<E+EG- File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. ti Date: 9/26/2018 BUTLER Butler Manufacturing 1 7-01 773 7-01-Reaction report Rev02 Time:05:09 PM Page: 14 of 30 Wall:4,Frame at: 126/0/0 Frame ID:MRF Frame Frame Type:Continuous Beam vy �Y W b Hx Hx Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:9 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Grid] -Grid2 9-13 9-C 9-D Base Plate W x L(in.) 12 X 13 12 X 11 12 X 13 Base Plate Thickness(in.) 0,500 0.500 0.500 Anchor Rod Qty/Diam. (in.) F4-1.500 4-0.750 4-1 500 Column Base Elev. 100'-0" 100'-0" Load Ty Load Description Desc. Hx Hz Vy Hx Vy Hx Hz V D Material Dead Weight Frm 1.27 5.49 - 6.99 -1.27 5,54 CG Collateral Load for Gravity Cases Frm 0.96 3.43 - 4.72 -0.96 3.43 L> Live-Notional Right Frm 3.25 10.46 - 18.38 -3.25 10.46 <L Live-Notional Left Frm 3.25 - 10.46 - 1838 -3.25 10.46 ASL^ Alternate Span Live Load,Shifted Right Frm 1.62 0.23 - 9.19 -1.62 10.24 ^ASL Alternate Span Live Load,Shifted Left Frm 1.63 10.24 - 9.19 -1.63 0.23 SMS> Specified Min.Roof Snow-Notional Right Frm 6.77 21.80 - 38.28 -6.77 21.80 <SMS Specified Min.Roof Snow-Notional Left Frm 6.77 21.80 - 38.28 -6.77 21 80 S> Snow-Notional Right Frm 3.22 10.37 - 18.22 -3.22 10.37 SD Snow Drift Load Frm - - - - <S Snow-Notional Left Frm 3.22 10.37 - 1822 -3,22 10.37 US1* Unbalanced Snow Load 1,Shifted Right Frm 2.42 3.14 - 17.26 -2.42 11.41 ;US1 Unbalanced Snow Load 1,Shifted Left Frm 2.42 11.41 17.26 -2 42 3.15 W1> Wind Load,Case 1,Right Frm -10.78 -21.46 -28.02 -2.67 -11.40 <Wl Wind Load,Case 1,Left Frm 2.67 -11.40 - -28.02 10.78 -21.46 W2> Wind Load,Case 2,Right Frm -11.10 -12.60 - -14.87 -2.36 -2.54 <W2 Wind Load,Case 2,Left Frm 2.36 -2.54 - -14.87 11.10 -12.60 WPL Wind Load, Ridge,Left Frm -0.44 -14.06 - -26.23 -0.41 -20.59 WPR Wind Load, Ridge,Right Frm 0.41 -20.59 - -26.23 0.45 -14.06 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm 4.30 2.32 -1.15 9.20 -1.17 MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm -8.79 -1.02 - -1.09 -3.90 2.11 CU Collateral Load for Wind Cases Frm - - - - - L Roof Live Load Frm 3.25 10.46 - 18.38 -3.25 10.46 S Snow Load Frm 3.22 10.37 - 18.22 -3.22 10.37 E> Seismic Load,Right Frm -13.23 -3.20 - -0 09 -12.59 3.29 EG+ Vertical Seismic Effect,Additive Frm 0.39 1.30 - 2.09 -0.39 - 1.31 <E Seismic Load,Left Frm 13.23 320 - 0.09 12.59 -3.29 EG- Vertical Seismic Effect,Subtractive Frm -0.39 -1.30 - -2.09 0.39 -131 WB1> Wind Brace Reaction,Case 1,Right Brc 0.36 -18,03 -23.10 - -0.03 -0.36 -17.12 -22.18 - File: 17-017737 Version: 2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 9/26/2018 BUTLER BtU.,Manuf. -'jng 17-017737-01-Reaction report Rev02 Time:05:09 PM --"'" 1- Page: 15 of 30 <WB 1 Wind Brace Reaction,Case 1,Left Brc 0.08 0.01 20.47 - -0.48 -0.08 - 19.24 WB2> Wind Brace Reaction,Case 2,Right Brc 0.36 -18.03 -23.28 - -0.03 -0.37 -17.13 -22.36 <WB2 Wind Brace Reaction,Case 2,Left Brc 0.08 0.01 20.64 - -0.49 -0.08 - 19.40 WB3> Wind Brace Reaction,Case 3,Right Brc 0.38 -17.19 -22.45 - -0.03 -0.38 -17.96 -23.54 <WB3 Wind Brace Reaction,Case 3,Left Brc 0.08 0.01 19.69 - -0.49 -0.08 - 20.72 WB4> Wind Brace Reaction,Case 4,Right Brc 0.38 -17.19 -22.46 -0.03 -0.38 -17.97 -23.55 <WB4 Wind Brace Reaction,Case 4,Left Brc 0.08 0.01 19.68 -0.49 -0.08 - 20.71 MWB Minimum Wind Bracing Reaction Brc 0.24 -11.65 -14 73 -0.02 -0.24 -11.63 -14.76 MWB Minimum Wind Bracing Reaction Brc - - - - - - - MWB Minimum Wind Bracing Reaction Brc 0.05 11.28 -0.27 -0.05 - 11.29 MWB Minimum Wind Bracing Reaction Brc - - - - - - - EB> Seismic Brace Reaction,Right Brc 0.62 -28.22 -36.18 -0.05 -0.62 -30.18 -39.02 <EB Seismic Brace Reaction,Left Brc 0.15 0.02 36.88 -0.92 -0.15 0.01 39.25 SMS Speciried Min.Roof Snow Frm 6.77 21.80 38.28 -6.77 - 2L80 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. AwroDriate Load Factors must be appliedd for deSi of foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k (k) k (k) (k) (in-k) (in-k 0/0/0 9-B 11.55 41 14.71 90 25.68 87 0.02 97 31.41 91 44.26 99 - - - 65/6/0 9-C - - - - - - - - 12.62 22 49.99 5 - - - 131/0/0 9-D 14.13 88 10.97 42 27.46 87 0.01 97 33.99 93 46.51 97 - - Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:9 Note:All reactions are based on 1 st order structural anal Sis. X-Loc 0/0/0 65/6/0 131/0/0 Gridl -Grid2 9-B 9-C 9-D Ld Description Hx I Hz VY Hx vy Hx Hz V _ Cs (application factor not shown) (k) (k) (k) (k) (k) (k) (k) I (k) 5 D+CG+SMS> 9.00 - 30.72 - 49.99 -9.00 - 30.77 22 D+CU+<W1 2.37 - -3.54 - -12.62 5.71 - -9.55 41 D+CU+F>+EG- -11.55 - -0.52 - 2.64 -1 1.95 - 5.41 42 D+CU+<E+EG- 12.53 - 5.29 - 2.81 10.97 - -0.58 87 D+CG+Fj+EG++EB> -0.55 -25.68 -23.97 - 13 09 -6.50 -27.46 -24.72 88 D+CG+F>+EG++EB> -9.37 -7.70 -2.96 - 13.07 -14.13 -8.24 2.23 90 D+CG+<E+EG++EB> 14.71 -7.70 2.86 13.24 8.79 -8.24 -3.76 91 D+CU+F>+EG-+EB> -2.56 -25.68 -31.41 2.65 -4.49 -27.46 -32.20 93 D+CU+<E+EG-+EB> 4.66 -25.68 -29 67 2.70 2,39 -27.46 -33.99 - 97 D+CG+F>+EG++<EB -0.97 0.02 42.52 12.30 -6.08 0.01 46.51 - 99 D+CG+<E+EG++<EB 6.25 0.02 44.26 12.35 0.80 0.01 44.71 - ASD Load Combinations-Framin No Origin Factor Application Description 5 System 1 000 1.0 D+1.O CG+1.0 SMS> D+CG+SMS> 22 System 1000 0-6D+0.6CU+0.6<Wl D+CU+<Wl 41 System 1.000 0.6 D+0.6 CU+0.91 F>+0.7 EG- D+CU+E>+EG- 42 System 1.000 0.6 D+0.6 CU+0.91 <E+0.7 EG- D+CU+<E+EG- 87 System Derived 1.000 1.0 D+1.0 CG+0.273 F>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 88 System Derived 1.000 1.0 D+1.0 CG+0.91 F>+0.7 EG++0.273 EB> D+CG+E>+EG++EB> 90 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273 EB> D+CG+<E+EG++EB> 91 System Derived 1.000 .6 D+0.6 CU+0,273 E>+0.7 EG-+0.91 EB> D+CU+E>+EG-+EB> 93 System Derived 1.000 .6 D+0.6 CU+0.273<E+0.7 EG-+0.91 EB> D+CU+<E+EG-+EB> 97 System Derived 1.000 1.0 D+1.0 CG+0.273 F>+0.7 EG++0.91<EB D+CG+E>+EG++<EB 99 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91<EB D+CG+<E+EG++<EB Bracin X-Loc Grid Description 0/0/0 9-B Diagonal bracing at base is attached to column. Reactions ARE included with flame reactions. 131/0/0 9-D Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 9/26/2018 stlrrcEa Butler Manufacturing- 17-017737-01-Reaction report Rev02 Time:05:09 PM Page: 16 of 30 Wall:4,Frame at: 1511010 Frame ID:MRF Frame Frame Type:Continuous Beam W LHx ti Hx Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:8 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl -Grid2 8-13 8-C 8-D Base Plate W x L(in.) 12X13 12X11 12X13 Base Plate Thickness(in.) 0.500 0.500 Anchor Rod Qty/Diam. (in.) 9-I.500 4-0.750 4-1 500 Column Base Elev. 100'-0" 100'-0" Load Type Load Description Desc. Hx Hz I Vy Hx Vy Hx Hz I Vy D Material Dead Weight Frm 1.27 - 5.49 699 -1.27 5.54 CG Collateral Load for Gravity Cases Frm 0.96 3.43 4.72 -0.96 3.43 L> Live-Notional Right Frm 3.25 1046 18.38 -3.25 10.46 <L Live-Notional Left Frm 3.25 1046 18.38 -3,25 10.46 ASL^ Alternate Span Live Load,Shifted Right Frm 1-62 - 023 9.19 -1 62 10.24 ^ASL Alternate Span Live Load,Shifted Left Frm 1-63 10.24 9.19 -1.63 0.23 SMS> Specified Min.Roof Snow-Notional Right Frm 677 - 21.80 38.28 -6.77 21 80 <SMS Specified Min.Roof Snow-Notional Left Frm 6.77 2180 38.28 -6.77 21.80 S> Snow-Notional Right Frm 3.22 10.37 18.22 -3.22 10.37 SD Snow Drift Load Frm - - - - - <S Snow-Notional Left Frm 3.22 - 10.37 18.22 -3.22 10.37 US1* Unbalanced Snow Load 1,Shifted Right Frm 2.42 3.14 17.26 -2.42 11.41 *USI Unbalanced Snow Load 1,Shifted Left Frm 2.42 - 11.41 17.26 -2.42 3.15 W1> Wind Load,Case 1,Right Frm -10.78 -21.46 -28.02 -2.67 -11.40 <W1 Wind Load,Case 1,Left Frm 2-67 - -11.40 -28.02 10.78 -21.46 W2> Wind Load,Case 2,Right Frm -11.10 - -12.60 - -14.87 -2.36 -2.54 <W2 Wind Load,Case 2,Left Frm 236 -2 54 -14.87 11.10 -12 60 WPL Wind Load, Ridge,Left Frm -0.44 -14.06 - -26.23 -0 41 -20.59 WPR Wind Load, Ridge,Right Frm 0.41 -20 59 -26.23 0.45 -14.06 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm 4.30 - 2.32 -1 15 9.20 -L17 MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm -8 79 -1 02 -1.09 -3 90 2.11 CU Collateral Load for Wind Cases Frm - - - - L Roof Live Load Frm 325 10.46 18.38 -3 25 10.46 S Snow Load Frm 3.22 1037 18.22 -3.22 1037 E> Seismic Load,Right Frm -13 23 -3.20 - -0.09 -12,59 329 EG+ Vertical Seismic Effect,Additive Frm 0.39 L30 - 2.09 -0.39 1.31 <E Seismic Load,Left Frm 13.23 3.20 0.09 12.59 -3.29 EG- Vertical Seismic Effect,Subtractive Frm -0.39 -1.30 -2.09 039 -1.31 WB1> Wind Brace Reaction,Case 1,Right Brc 0.09 -0.01 23.44 -0.56 -0 09 22.42 File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 9/26/2018 BUTLER Butler Manufacturing 17-017737-01-Reaction report Rev02 Time:O5:09 PM Page: 17 of 30 <WB1 Wind Brace Reaction,Case 1,Left Brc 0.32 15.64 -20.26 -0.03 -0.32 14.75 -18.95 - WB2> Wind Brace Reaction,Case 2,Right Brc 0.09 -0.01 23.62 -0.56 -0.09 - 22.61 - <WB2 Wind Brace Reaction,Case 2,Left Brc 0.32 15.63 -20.42 -0.03 -0.32 14.75 -19.11 - WB3> Wind Brace Reaction,Case 3,Right Brc 0.09 -0.01 22.79 -0.57 -0.09 - 23.80 - <WB3 Wind Brace Reaction,Case 3,Left Brc 0.32 14.80 -19.47 -0.03 -0.32 15.59 -20.42 - WB4> Wind Brace Reaction,Case 4,Right Brc 0.09 -0.01 22.80 - -0.57 -0.09 - 23.80 - <WB4 Wind Brace Reaction,Case 4,Left Brc 0.32 1479 -19-47 -0.03 -0.32 15.59 -20.41 - MWB Minimum Wind Bracing Reaction Brc 0.06 14.95 - -0.36 -0.06 - 14.92 - MWB Minimum Wind Bracing Reaction Brc - - - - - - - - MWB Minimum Wind Bracing Reaction Brc 0.18 8.80 -11.16 -0.01 -0.18 8.79 -11-12 - MWB Minimum Wind Bracing Reaction Brc - - - - - - - EB> Seismic Brace Reaction,Right Brc 0.15 -0.02 3675 -0.92 -0.15 -0.01 39.43 - <EB Seismic Brace Reaction,Left Brc 0.60 2820 -36.47 -0.05 -0.60 30.16 -38.69 - SMS Specified Min Roof Snow I fill 6.77 21.80 38.28 -6.77 - 21.80 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Appropriate Load Factors must be applied for ijamnOf foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k (k) (k) (k) (in-k) (in-k) 0/0/0 8-B 11.55 41 1 14.71 100 0.02 87 25.66 97 31,67 101 44.14 89 - 65/6/0 8-C - - - - - 12.62 22 49.99 5 - - 131/0/0 8-D 14.13 98 10.97 42 0.01 87 27.45 97 33.70 103 46.67 87 - Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:8 Note:All reactions are based on 1 st order structural analysis X-Loc 0/0/0 65/6/0 131/0/0 Gridl -Grid2 8-B 8-C 8-D r Descri tion Hx Hz V Hx V Hx Hz V(a Iication factor not shown) (k) (k) (k) (k) k) (k) (k) (k) D+CG+SMS> 9.00 30.72 - 49.99 -9.00 - 30.77 D+CU+<Wl 2.37 -3.54 - -12.62 5.71 - -9.55 - D+CU+F>+EG- -11.55 - -0.52 - 2.64 -11.95 - 5.41 - D+CU+<E+EG- 12.53 - 5.29 - 2.81 10.97 - -0.58 - D+CG+F>+EG++EB> -0.97 -0.02 42.40 - 12.30 -6.08 -0.01 46.67 - 89 D+CG+<E+EG++EB> 6.25 -0.02 44.14 - 12.35 0.80 -0.01 44.87 - 97 D+CG+F>+EG++<EB -0.56 25.66 -24.23 13.10 -6.49 27.45 -24.42 - 98 D+CG+F>+EG++<EB -9.37 7.70 -3.03 - 13.07 -14.13 8.23 2.32 - 100 D+CG+<E+EG++<EB 14.71 7.70 2.78 - 13.24 8.79 8.23 -3.67 - 101 D+CU+F>+EG-+<EB -2.58 25.66 -31.67 - 2.66 -4.47 27.45 -31.90 - 103 D+CU+<E+EG-+<EB 4.65 25.66 -29.93 - 2.71 2.40 27.45 -33.70 ASD load Combinations-Framing No Origin Factor I Application Description 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> ID+CG+SMS> 22 System 1.000 0.6D+0.6CU+0.6<Wl D+CU+<Wl 41 System 1.000 D.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 42 System 1.000 0.6D+0.6CU+0.91 <E+0.7EG- D+CU+<E+EG- 87 System Derived 1.000 1.0 D+1.0 CG+0.273 F>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 89 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 97 System Derived 1.000 '1.0 D+1.0 CG+0.273 F>+0.7 EG++0.91<EB D+CG+E>+EG++<EB 98 System Derived 1.000 1.0 D+1.0 CG+0.91 F>+0.7 EG++0.273<EB D+CG+E>+EG++<EB 100 System Derived 1.000 1.0 D+1.0 CG+0.91 <E+0.7 EG++0.273<EB D+CG+<E+EG++<EB 101 System Derived 1000 1,6D+0.6CU+0.273E>+0.7 EG-+0.91<EB D+CU+E>+EG-+<EB 103 1 System Derived 1 000 0.6 D+0.6 CU+0,273<E+0.7 EG-+0.91<EB ID+CU+<E+EG-+<EB Bracing X-Loc Grid Description 0/0/0 8-B Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 131/0/0 8-D Diagonal bracing at base is attached to column Reactions ARE included with frame reactions. File: 17-017737 Version: 2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. 1 Date: 9/26/2018 B[1TLER Butler Manuraoturinp 17-017737-01-Reaction report Rev02 Time:05:09 PM Page: 18 of 30 Wall:4,Frame at: 176/0/0 Frame ID:MRF Frame Frame Type:Continuous Beam Q) y, y' LHX 44 Hx Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:7 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl -Grid2 7-13 7-C 7-D Base Plate W x L(in.) 9 X 13 12 X 11 9 X 13 Base Plate Thickness(in-) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-1.000 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Typel Load Description Desc. Hx Vy Hx I Vy Hx Vv D Material Dead Weight Frm 1.27 5.49 6.99 -1.27 5.54 CG Collateral Load for Gravity Cases Frm 0.96 3.43 4.72 -0.96 3.43 L> Live-Notional Right Frm 3.25 10.46 18.38 -3.25 10.46 <L Live-Notional Left Frm 3.25 10.46 18.38 -3.25 10.46 ASL^ Alternate Span Live Load,Shifted Right Frm 1.62 0.23 9.19 -1.62 10.24 ^ASL Alternate Span Live Load,Shifted Left Frm 1.63 10.24 - 9.19 -1.63 0.23 SMS> Specified Min.RoofSnow-Notional Right Frm 6.77 21.80 38.28 -6.77 21.80 <SMS Specified Min.Roof Snow-Notional Left Frm 6.77 21.80 38.28 -6.77 21.80 S> Snow-Notional Right Frm 3.22 10.37 18.22 -3,22 10.37 SD Snow Drift Load Frm - - - - - <S Snow-Notional Left Frm 3.22 10.37 - 18.22 -3.22 10.37 USl* Unbalanced Snow Load 1,Shifted Right Frm 2.42 3.14 - 17.26 -2.42 11.41 *US1 Unbalanced Snow Load 1,Shifted Left Frm 2.42 11.41 - IT26 -2,42 3.15 W1> Wind Load,Case 1,Right Frm -10.78 -21.46 -28.02 -2.67 -11.40 <WI Wind Load,Case 1,Left Frm 2.67 -11.40 - -28.02 10.78 -21 46 W2> Wind Load,Case 2,Right Frm -11.10 -12.60 - -14.87 -2.36 -2.54 <W2 Wind Load,Case 2,Left Frm 2.36 -2.54 - -14.87 11.10 -12.60 WPL Wind Load, Ridge,Left Frm -0.44 -14.06 -26.23 -0.41 -20.59 - WPR Wind Load, Ridge,Right Frm 0.41 -20.59 -26.23 0.45 -14.06 - MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm 4.30 2.32 -1.15 9.20 -1.17 - MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm -8.79 -1.02 -1 09 -3.90 2.11 - CU Collateral Load for Wind Cases Frm - - - - - - - L Roof Live Load Frm 3.25 10.46 - 18.38 -3.25 10.46 - S Snow Load Frm 3.22 10.37 - 18.22 -3.22 10.37 - F> Seismic Load,Right Frm -13.23 -3.20 - -0-09 -1259 3.29 - EG+ Vertical Seismic Effect,Additive Frm 0.39 1.30 - 2.09 -0.39 1.31 - <E Seismic Load,Left Frm 13.23 3.20 - 0.09 12.59 -3.29 - EG- Vertical Seismic Effect,Subtractive Frm -0.39 -1.30 -2.09 0.39 -1.31 - SMS Specified Min.Roof Snow Frm 6.77 21.80 - 38.28 -6.77 21.80 - File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 9/26/2018 BUTLER B�ne,Me..��,,-9 17-017737-01 Reaction report Rev02 Time:05:09 PM "-" Page: 19 of 30 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1st order structural analysis. Appropriate Load Factors must be applied for ign offoundalionL X-Loc Grid Hrz left Load Hrz Right Loadl Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) I (k) (k) (k) (k) (in-k) (in-k) 0/0/0 7-B 11.55 41 14.54 40 1 - - - - 9.58 21 30.72 5 - - - 65/6/0 7-C - - - - - - 12.62 22 49.99 5 - - - - 131/0/0 7-D 13.96 39 10.97 42 - - 9.55 22 30.77 5 - - - Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:7 Note:All reactions are based on I st order structural analysis. X-Loc 0/0/0 65/6/0 131/0/0 Grid] -Grid2 7-B 7-C 7-D Ld Description Hx Vv Hx Vy Hx V Cs (application factor not shown) (k) (k) (k) k) (k) (k) 5 D+CG+SMS> 9.00 30.72 - 49.99 -9.00 30.77 21 D+CU+W1> -5.71 -9.58 - -12.62 -2.37 -3.51 22 D+CU+<Wl 2.37 -3.54 -12.62 5.71 -9.55 - 39 D+CG+F>+EG+ -9.54 6.92 13.08 -13.96 12.88 40 D+CG+<E+EG+ 14.54 12.74 13.25 8.96 6.89 41 D+CU+F>+EG- -11.55 -0.52 2.64 -11.95 5.41 - 42 D+CU+<E+EG- 12.53 1 5.29 2-81 10.97 -0.58 - ASD Load Combinations-Framing No. Origin Factor Application Description 5 System 1.000 1.0 D+1.O CG+1.0 SMS> ID+CG+SMS> 21 System 1.000 0.6D+0.6CU+0.6WI> ID+CU+WI> 22 System 1.000 0.6 D+0.6 CU+0.6<W I ID+CU+<W 1 39 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ ID+CG+E>+EG+ 40 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ ID+CG+<E+EG+ 41 System I.000 �.6 D+0.6 CU+0.91 F>+0.7 EG- ID+CU+E>+EG- 42 System 1 000 .6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- File: 17-017737 Version: 2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 9/26/2018 BUTLER Butler ManuTactu rl 17-017737-01 Reaction report Rev02 Time:05:09 PM " ° an0 w- Page: 20 of 30 Wall:4,Frame at:201/0/0 Frame ID:MRF Frame Frame Type:Continuous Beam Qi vy VY Hx Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:6 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl -Grid2 6-13 6-C 6-D Base Plate W x L(in.) 9 X 13 12 X 11 9 X 13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-1.000 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Tvvel Load Description Desc. Hx Vy Hx I Vy Hx V D Material Dead Weight Frm 1.27 5.49 6.99 -1.27 5.54 CG Collateral Load for Gravity Cases Frm 0.96 3.43 - 4.72 -0.96 3.43 L> Live-Notional Right Frm 3.25 10.46 - 18.38 -3.25 10.46 <L Live-Notional Left Frm 3.25 10.46 - 18.38 -3.25 10.46 ASL^ Alternate Span Live Load,Shifted Right Frm 1.62 0.23 - 9.19 -1.62 10.24 ^ASL Alternate Span Live Load,Shifted Left Frm 1.63 10.24 9.19 -1.63 0.23 SMS> Specified Min.Roof Snow-Notional Right Frm 6.77 21.80 - 38.28 -6.77 21.80 <SMS Specified Min.Roof Snow-Notional Left Frm 6.77 21.80 - 38.28 -6.77 21.80 S> Snow-Notional Right Frm 3.22 10-37 - 18.22 -3.22 10.37 SD Snow Drift Load Frm - - - - - <S Snow-Notional Left Frm 3.22 10.37 - 18.22 -3.22 10.37 US]* Unbalanced Snow Load 1,Shifted Right Frm 2.42 3.14 - 17.26 -2.42 11.41 *US1 Unbalanced Snow Load 1,Shifted Left Frm 2.42 11.41 17.26 -2.42 3.15 W 1> Wind Load,Case 1,Right Frm -10.78 -21.46 -28.02 -2.67 -]1.40 <W1 Wind Load,Case 1,Left Frm 2.67 -11.40 -28.02 10.78 -21.46 W2> Wind Load,Case 2,Right Frm -11.10 -12.60 -14.87 -2.36 -2.54 <W2 Wind Load,Case 2,Left Frm 2.36 -2.54 -14.87 11.10 -12.60 WPL Wind Load, Ridge,Left Frm -0.44 -14.06 -26.23 -0.41 -20.59 WPR Wind Load, Ridge,Right Frm 0.41 -20.59 - -26.23 0.45 -14.06 MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm 4.30 2.32 -1.15 9.20 -1.17 - MW Minimum Wind Load Frm - - - - - - MW Minimum Wind Load Frm -8.79 -1.02 -1.09 -3.90 2.11 - CU Collateral Load for Wind Cases Frm - - - - L Roof Live Load Frm 3.25 10.46 18.38 -3.25 10.46 - S Snow Load Frm 3.22 10.37 18.22 -3.22 10.37 - E> Seismic Load,Right Frm -13.23 -3.20 -0.09 -12.59 3.29 EG+ Vertical Seismic Effect,Additive Frm 0.39 1.30 2.09 -0.39 1.31 <E Seismic Load,Left Frm 13.23 3.20 - 0.09 12.59 -3 29 EG- Vertical Seismic Effect,Subtractive Frm -0.39 -1.30 - -2.09 0.39 -].31 SMS Specified Min.Roof Snow Frm 6.77 21.80 - 38.28 -6 77 21 80 File: 17-017737 Version: 2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 0/26/201 R OV I f.LR 17-017737-01 Reaction report Rev02 Time:05:09 PM Page: 21 of 30 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Appropriate Load Factors must be applied for sign of foundations. X-Loc Grid Hrz left Load Hrz Right Load I Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 6-13 11.55 41 14.54 40 - 9.58 21 30.72 5 - 65/6/0 6-C - - - - 12.62 22 49,99 5 131/0/0 6-D 13.96 39 10.97 42 - - 9.55 22 30.77 5 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:6 Note:All reactions are based on 1 st order structural analysis. X-Loc 0/0/0 65/6/0 131/0/0 Gridl -Grid2 6-B 6-C 6-D Ld Description Hx V Hx Vv Hx V Cs (application factor not shown) (k) (k) (kI (k) (k) (k) 5 D+CG+SMS> 900 30.72 - 49.99 -9.00 30.77 21 D+CU+W1> -5.71 -9.58 -12,62 -2.37 -3.51 22 D+CU+<W1 2.37 -3.54 - -12.62 5.71 -9.55 39 D+CG+F>+EG+ -9.54 6.92 - 13.08 -13.96 12.88 40 D+CG+<E+EG+ 14.54 12.74 - 13.25 8.96 6.89 41 D+CU+F>+EG- -11.55 -0.52 - 2.64 -11.95 5.41 - 42 1 D+CU+<E+EG- 12.53 1 5.29 2.81 10.97 -0.58 ASD Load Combinations-Framin No. Ori in Factor Application Description 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 21 System 1.000 0.6D+0.6CU+0.6W1> iD+CU+W1> 22 System 1,000 0.6 D+0.6 CU+0.6<WI D+CU+<WI 39 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 40 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 41 System 1 000 0.6 D+0.6 CU+0.91 F>+0.7 EG- D+CU+E>+EG- 42 System 1.000 10.6D+0.6CU+0.91<E+0.7EG- D+CU+<E+EG- File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. 1 i Date: 9/26/2018 BurLER Butler ManuraccurinB 17-017737-01-Reaction report Rev02 Time:05:09 PM Page: 22 of 30 Wall:4,Frame at: 226/0/0 Frame ID:MRF Frame Frame Type:Continuous Beam VY VY Hx WeMirFtx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:5 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl -Grid2 5-13 5-C 5-D Base Plate W x L(in.) 12 X 13 12 X 11 12 X 13 Base Plate Thickness(in.) 0 0 0.500 0.500 Anchor Rod Qty/Diam. (in.) 4-1.500 4-0.750 4-1.500 Column Base Elev. 100'-01, 100'-0" 100'-0" Load Type] Load Description Desc. Hx I Hz Vy Hx Vv Hx Hz I V D Material Dead Weight Frm 1.27 5.49 699 -1 27 5.54 CG Collateral Load for Gravity Cases Frm 0.96 - 3.43 4.72 -0.96 3-43 L> Live-Notional Right Frm 3.25 - 10.46 18.38 -3 25 10.46 <L Live-Notional Left Frm 3.25 10.46 18.38 -3.25 10.46 ASL^ Alternate Span Live Load,Shifted Right Frm 1.62 0.23 9.19 -1.62 10.24 ^ASL Alternate Span Live Load,Shifted Left Frm 1.63 10.24 9.19 -1.63 0-23 SMS> Specified Min.Roof Snow-Notional Right Frm 6.77 21.80 38.28 -6.77 21.80 <SMS Specified Min.RoofSnow-Notional Left Frm 677 21 80 38.28 -6.77 2L80 S> Snow-Notional Right Frm 322 10.37 18.22 -322 10.37 SD Snow Drift Load Frm - - - - - <S Snow-Notional Left Frm 322 10.37 18.22 -3.22 10.37 US1* Unbalanced Snow Load 1,Shifted Right Frm 2.42 3.14 17.26 -2.42 1141 *US1 Unbalanced Snow Load 1,Shifted Left Frm 2.42 11.41 17.26 -2.42 3.15 Wl> Wind Load,Case 1,Right Frm -10.78 -21 46 -28.02 -2.67 -11.40 <WI Wind Load,Case 1,Left Frm 2.67 -11.40 -28 02 10.78 -21.46 W2> Wind Load,Case 2,Right Frm -11.10 -12,60 -14.87 -2.36 -2.54 <W2 Wind Load,Case 2,Left Frm 2.36 -2.54 - -14.87 11.10 -12.60 WPL Wind Load,11 Ridge,Left Frm -0.44 -14.06 -26.23 -0.41 -20.59 WPR Wind Load,11 Ridge,Right Frm 0.41 - -20.59 -26.23 045 -14.06 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm 4.30 2.32 -1-15 9.20 -1.17 MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm -8.79 -1.02 -1.09 -3.90 2.11 CU Collateral Load for Wind Cases Frm - - - - - L Roof Live Load Frm 3.25 10.46 - 18.38 -3.25 10.46 S Snow Load Frm 3.22 10.37 - 1822 -3.22 10.37 E> Seismic Load,Right Frm -13.23 -3.20 -0.09 -12.59 3.29 EG+ Vertical Seismic Effect,Additive Frm 0.39 1.30 209 -0.39 131 <E Seismic Load,Left Frm 13.23 3.20 0.09 12.59 -3.29 EG- Vertical Seismic Effect,Subtractive Frm -0.39 -1.30 -2 09 0.39 -1.31 - WBl> Wind Brace Reaction,Case 1,Right Brc 0-36 -18.02 -23.08 -0.03 -0,36 -17.11 -22.15 File: 17-017737 Version: 2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 9/26/2018 BUTLER Butler Manufacturin0 17-017737-01-Reaction report Rev02 Time:05:09 PM "� Page: 23 of 30 <WB1 Wind Brace Reaction,Case 1,Left Brc 0.08 0.01 20.48 -0 48 -0.08 - 19.25 - WB2> Wind Brace Reaction,Case 2,Right Brc 0.36 -18.01 -23.25 -0.03 -0.36 -17.11 -22.32 <WB2 Wind Brace Reaction,Case 2,Left Brc 0.08 0.01 20.65 -0.49 -0.08 - 19.42 - WB3> Wind Brace Reaction,Case 3,Right Brc 0.38 -17.18 -22.43 -0.03 -0,38 -17.95 -23.52 - <WB3 Wind Brace Reaction,Case 3,Left Brc 0.08 0.01 19.69 -0.49 -0.08 - 20.72 - WB4> Wind Brace Reaction,Case 4,Right Brc 0.38 -17.18 -22.42 -0.03 -0.38 -17.95 -23.51 - <WB4 Wind Brace Reaction,Case 4,Left Brc 0.08 0.01 19.69 - -0.49 -0.08 - 20.72 - MWB Minimum Wind Bracing Reaction Brc 0.24 -11.64 -14.71 -0.02 -0.24 -11.61 -14.74 - MWB Minimum Wind Bracing Reaction Brc - - - - - - - - - MWB Minimum Wind Bracing Reaction Brc 0.05 - 11.42 - -0.28 -0.05 - 11.43 - MWB Minimum Wind Bracing Reaction Brc - - - - - - - - - EB> Seismic Brace Reaction,Right Brc 0.62 -28.20 -36.15 - -0.05 -0.62 -30.16 -38.98 - <EB Seismic Brace Reaction,Left Brc 0.15 0.02 36.90 - -0.93 -0.15 0.01 39.27 - SMS Specified Min.Roof Snow Frm 6.77 - 21.80 38.28 -6.77 - 21.80 - Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Appropriate Load Factors must be applied for sign of foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load jVrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) I (k) (k) I (k) (k) (k) (in-k in-k 0/0/0 5-B 11.55 41 14.71 90 25.66 87 0.02 97 31.39 91 44.28 99 - - - - 65/6/0 5-C - - - - - - - - 12.62 22 49,99 5 - 131/0/0 5-D 14.13 88 1 1097 42 27.44 1 87 1 0.01 97 1 33.96 93 46.53 97 - Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:5 Note:All reactions are based on 1 st order structural analysis. X-Loc 0/0/0 65/6/0 131/0/0 Gridl -Grid2 5-B 5-C 5-D r22 Description Hx Hz V Hx V r6655905 Hz V (a lication factor not shown) (k) (k) (k) (k) (k) (k (k) D+CG+SMS> 9.00 - 30.72 - 49.99 - 30.77 D+CU+<Wl 2.37 - -3.54 - -12.62 - -9.55 - D+CU+F>+EG- -11.55 - -0.52 2.64 - 5.41 - D+CU+<E+EG- 12.53 - 5.29 - 2.81 - -0.58 - 87 D+CG+F>+EG++EB> -0.55 -25.66 -23.94 - 13.09 -27,44 -24.68 - 88 D+CG+E>+EG++EB> -9.37 -7.70 -2,95 - 13.07 -14.13 -8.23 2.24 - 90 D+CG+<E+EG++EB> 14.71 -7.70 2.87 - 13.24 8.79 -8.23 -3.75 - 91 D+CU+E>+EG-+EB> -2.56 -25.66 -31.39 - 2.65 -4.49 -27.44 -32.16 93 D+CU+<E+EG-+EB> 4.66 -25.66 -29.64 - 2.70 2.39 -27.44 -33.96 - 97 D+CG+F>+EG++<EB -0.97 0.02 42.53 12.30 -6.08 0.01 46.53 - 99 D+CG+<E+EG++<EB 6.25 0.02 44.28 12.35 0.80 0.01 44.73 - ASD Load Combinations-Framin No. Origin Factor Application Description 5 System 1.000 I.0D+I.0CG+1.0SMS> D+CG+SMS> 22 System 1.000 .6 D+0.6 CU+0.6<W 1 D+CU+<W 1 41 System 1.000 .6 D+0.6 CU+0.91 E>+0.7EG- 1)+CU+E>+EG- 42 System 1.000 .6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 87 System Derived 1.000 1.0 D+1.0 CG+0.273 F>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 88 System Derived 1.000 1.0 D+1.0 CG+0.91 F>+0.7 EG++0.273 EB> D+CG+F>+EG++EB> 90 System Derived 1.000 1.0 D+1.0 CG+0.91 <E+0.7 EG++0.273 EB> D+CG+<E+EG++EB> 91 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 EB> D+CU+E>+EG-+EB> 93 System Derived 1.000 UD+0.6CU+0.273<E+0.7 EG-+0.91EB> D+CU+<E+EG-+EB> 97 System Derived 1 000 1.0 D+1.0 CG+0.273 F>+0.7 EG++0.91<EB D+CG+E>+EG++<EB 99 System Derived 1.000 1.0 D+1.0 CG+0273<E+0.7 EG++0.91 <EB D+CG+<E+EG++<Eg Bracin X-Loc Grid Description 0/0/0 5-13 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 131/0/0 5-D Diagonal bracing at base is attached to column Reactions ARE included with frame reactions. File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America, Inc. Date: 9/26/2018 SUTLER 1 7-01 773 7-01-Reaction report Rev02 Time:05:09 PM Page: 24 of 30 Wall:4,Frame at:251/0/0 Frame ID:MRF Frame Frame Type:Continuous Beam Q) VY Vy VY Hx Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfaetored load Type at Frame Cross Section:4 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Grid] -Grid2 4-13 4-C 4-D Base Plate W x L(in.) 12X13 12X11 12X13 Base Plate Thickness(in.) 0,500 0.500 0.500 Anchor Rod Qty/Diam. (in.) 4-1.500 4-0.750 4-1.500 Column Base Elev. 100'-0" 100'-0" Load Type Load Description Desc. Hx Hz Yy Hx I V Hx I Hz I V D Material Dead Weight Frm 1.27 - 5.49 - 6.99 -1-27 5.54 CG Collateral Load for Gravity Cases Frm 0.96 - 3.43 - 4.72 -0.96 3.43 L> Live-Notional Right Frm 3.25 - 10.46 - 18.38 -3.25 10.46 <L Live-Notional Left Frm 3.25 - 10.46 - 18.38 -3.25 10.46 - ASL^ Alternate Span Live Load,Shifted Right Frm 1.62 0.23 - 9.19 -1.62 10.24 - ^ASL Alternate Span Live Load,Shifted Left Frm 1.63 10.24 - 9.19 -1.63 - 0.23 - SMS> Specified Min.Roof Snow-Notional Right Frm 6.77 - 21.80 38.28 -6.77 - 21.80 - <SMS Specified Min.Roof Snow-Notional Left Frm 6.77 - 21.80 38.28 -6.77 - 21.80 - S> Snow-Notional Right Frm 3.22 - 10.37 18.22 -3.22 - 10.37 - SD Snow Drift Load Frm - - - - - - - <S Snow-Notional Left Frm 3.22 - 10.37 18.22 -3.22 - 10.37 US1* Unbalanced Snow Load 1,Shifted Right Frm 2.42 - 3.14 17.26 -2.42 - 11.41 *US1 Unbalanced Snow Load 1,Shifted Left Frm 2.42 - 11.41 17.26 -2.42 - 3.15 W1> Wind Load,Case 1,Right Frm -10.78 - -21.46 -28.02 -2.67 - -11.40 <W 1 Wind Load,Case 1,Left Frm 2.67 - -11.40 -28.02 10.78 - -21.46 W2> Wind Load,Case 2,Right Frm -11.10 - -12.60 -14.87 -236 - -2.54 <W2 Wind Load,Case 2,Left Frm 2.36 - -2.54 - -14.87 11.10 - -12.60 WPL Wind Load, Ridge,Left Frm -0.44 -14 06 - -26.23 -0 41 - -20.59 WPR Wind Load, Ridge,Right Frm 0.41 -20 59 - -26.23 0.45 - -14.06 MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm 4.30 232 - -1.15 9.20 -1 17 MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm -8.79 -1.02 -1.09 -3.90 2.11 CU Collateral Load for Wind Cases Frm - - - - - - L Roof Live Load Frm 3.25 10.46 18.38 -3.25 - 10.46 S Snow Load Frm 3.22 1037 18,22 -3.22 - 10.37 - E> Seismic Load,Right Frm -13.23 -3-20 -0.09 -12.59 - 3.29 - EG+ Vertical Seismic Effect,Additive Frm 0.39 - 1.30 2.09 -0.39 - 1.31 - <E Seismic Load,Left Frm 13.23 - 3.20 0.09 12.59 - -3.29 - EG- Vertical Seismic Effect,Subtractive Frm -0.39 - -1.30 -2.09 0.39 - -1.31 - WB1> Wind Brace Reaction,Case 1,Right Brc 0.09 -0.01 23.42 - -0.56 -0.09 - 22.40 - File: 17-017737 Version: 2018.1 a Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 9/26/2018 BUTLER Butler Manufacturing 17-017737-01 Reaction report Rev02 Time:05:09 PM Page: 25 of30 <WB1 Wind Brace Reaction,Case 1,Left Brc 0.32 15.64 -20.26 -0.03 -0.32 14.76 -18.95 WB2> Wind Brace Reaction,Case 2,Right Brc 0.09 -0.01 23.59 -0 56 -0.09 - 22.57 <WB2 Wind Brace Reaction,Case 2,Left Brc 0.32 15.64 -20-43 -0.03 -0.32 14.76 -19.12 WB3> Wind Brace Reaction,Case 3,Right Brc 0.09 -0.01 22.77 -0.57 -0.09 - 23.77 - <WB3 Wind Brace Reaction,Case 3,Left Brc 0.32 14.80 -19.47 -0.03 -0.32 15.60 -20.42 - WB4> Wind Brace Reaction,Case 4,Right Brc 0.09 -0.01 22.77 - -0.57 -0.09 - 23.77 - <WB4 Wind Brace Reaction,Case 4,Left Brc 0.32 14.81 -19.48 -0.03 -0.32 15.60 -20.43 - MWB Minimum Wind Bracing Reaction Brc 0.06 - 14.93 - -0.36 -0.06 - 14.90 - MWB Minimum Wind Bracing Reaction Brc - - - - - - - - MWB Minimum Wind Bracing Reaction Brc 0.18 8.90 -11.29 - -0.01 -0.18 8.91 -11.26 - MWB Minimum Wind Bracing Reaction Brc - - - - - - - - - EB> Seismic Brace Reaction,Right Brc 0.15 -0.02 36.72 - -0.92 -0.15 -0.01 39.39 - <EB Seismic Brace Reaction,Left Brc 0.60 28.22 -36.49 - -0.05 -0.60 30.18 -38.71 - SMS Specified Min.Roof Snow Frm 1 6.77 21.80 38.28 -6.77 - 21.80 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Appropriate Load Factors must be aimplied for des' of foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) k (k) (k) On-k) (in-k) 0/0/0 4-13 11.55 41 14.71 100 0.02 87 25.68 97 31.69 101 44.12 89 - - 65/6/0 4-C - - - - - - - 12.62 22 49,99 5 - 131/0/0 4-D 14.13 98 10.97 42 0.01 87 27.46 97 33.72 103 46.63 87 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:4 Note:All reactions are based on 1 st order structural analysis - X-Loc 0/0/0 65/6/0 131/0/0 Grid] -Grid2 4-13 4-C 4-D r22 Description Hx Hz V Hx V Hx Hz V (a plication factor not shown) (k) (k) (k) (k) (k) (k) (k) (k D+CG+SMS> 9.00 30.72 - 49.99 -9.00 - 30.77 D+CU+<W1 2.37 - -3,54 - -12.62 5.71 - -9.55 - D+CU+F>+EG- -11 55 -0.52 - 2.64 -11.95 - 5.41 - D+CU+<E+EG- 12.53 - 5.29 2.81 10.97 - -0.58 - 87 D+CG+F>+EG++EB> 0.97 -0.02 42.37 - 12.30 6.08 -0.01 46.63 89 D+CG+<E+EG++EB> 6.25 -0.02 44.12 - 12,35 0.80 -0.01 44.84 97 D+CG+F>+EG++<EB -0.56 25.68 -24.25 - 13.10 -6.49 27.46 -24.44 - 98 D+CG+E>+EG++<EB -9.37 7.70 -3.04 13.07 -14.13 8.24 2.31 - 100 D+CG+<E+EG++<EB 14.71 7.70 2.78 - 13.24 8.79 8.24 -3.68 101 D+CU+E>+EG-+<EB -2.58 25.68 -31.69 - 2.66 -4.47 27.46 -31.92 - 103 D+CU+<E+EG-+<EB 4.65 25.68 -29.95 2.71 2.40 27.46 -33.72 - ASD Load Combinations-Framin No. Ori in Factor Application Description 5 System 1.000 1.0D+1.0CG+1.0SMS> D+CG+SMS> 22 System 1000 0.6 D+0.6 CU+0.6<WI D+CU+<WI 41 System 1 000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 42 System 1 000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 87 System Derived 1 000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 89 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 97 System Derived 1.000 1.0 D+1.0 CG+0.273 F>+0.7 EG++0.91<EB D+CG+E>+EG++<EB 98 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273<EB D+CG+E>+EG++<EB 100 System Derived I.000 1.0 D+1.0 CG+0.91 <E+0.7 EG++0.273<EB D+CG+<E+EG++<EB 101 System Derived 1.000 �.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 <EB D+CU+E>+EG-+<EB 103 System Derived 1 000 .6 D+0.6 CU+0.273<E+0.7 EG-+0.91 <EB D+CU+<E+EG-+<EB [it-acing X-Loc Grid Description 0/0/0 4-13 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 131/0/0 4-D Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: 17-017737 Version: 2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America, Inc. Date: 9/26/2018 BL/TLER Butler ManuTacturinp 1 7-01 773 7-01-Reaction report Rev02 Time:05:09 PM " Page: 26 of30 Wall:4,Frame at:276/0/0 Frame ID:MRF Frame Frame Type:Continuous Beam Q) �Y ti Hx Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:3 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Grid] -Grid2 3-13 3-C 3-D Base Plate W x L(in.) 9X13 12X11 9X13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-1,000 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Load Description Desc. Hx I vy Hx I Vy Hx I V D Material Dead Weight Frm 1.27 5.49 - 6.99 -1.27 5.54 - CG Collateral Load for Gravity Cases Frm 0.96 3.43 - 4.72 -0.96 3.43 - L> Live-Notional Right Frm 3.25 10.46 - 18.38 -3.25 10.46 <L Live-Notional Left Frm 3.25 10.46 - 18.38 -3.25 10.46 - ASL^ Alternate Span Live Load,Shifted Right Frm 1.62 0.23 - 9.191 -1.62 10.24 - ^ASL Alternate Span Live Load,Shifted Left Frm 1.63 10.24 - 9.19 -1.63 0.23 - SMS> Specified Min.Roof Snow-Notional Right Frm 6.77 21.79 - 38.28 -6.77 21.80 - <SMS Specified Min.Roof Snow-Notional Left Frm 6.77 21.79 - 38.28 -6.77 21.80 - S> Snow-Notional Right Frm 3.22 10.37 18.22 -3.22 10.37 - SD Snow Drift Load Frm - - - - - - <S Snow-Notional Left Frm 3.22 10.37 - 18.22 -3.22 10.37 US1* Unbalanced Snow Load 1,Shifted Right Frm 2.42 3.14 17.26 -2.42 11.41 *US1 Unbalanced Snow Load 1,Shifted Left Frm 2.42 11.41 - 17.26 -2.42 3.14 W 1> Wind Load,Case 1,Right Frm -13.41 -25.85 - -33.22 -3.21 -12.80 <W1 Wind Load,Case 1,Left Frm 3.21 -12.80 - -33.22 13.41 -25.85 W2> Wind Load,Case 2,Right Frm -13.73 -16,99 - -20.07 -2.89 -3.94 - <W2 Wind Load,Case 2,Left Frm 2.89 -3.94 - -20.07 13.73 -16.99 - WPL Wind Load, Ridge,Left Frm -138 -15.94 - -31.32 0.25 -24 61 - WPR Wind Load, Ridge,Right Frm -0.25 -24.61 - -31.32 1.38 -15 94 - MW Minimum Wind Load Frm - - - - - - MW Minimum Wind Load Frm 4.30 2.32 - -1.15 9.20 -1 17 MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm -8,79 -1.02 - -1.09 -3 90 2 11 CU Collateral Load for Wind Cases Frm - - - - - - L Roof Live Load Frm 3.25 10.46 - 18.38 -3 25 1046 S Snow Load Frm 3.22 10.37 - 18.22 -3.22 1037 E> Seismic Load,Right Frm -13.23 -3.20 - -0.09 -12.59 3.29 EG+ Vertical Seismic Effect,Additive Frm 0.39 1.30 - 2.09 -0.39 1 31 - <E Seismic Load,Left Frm 13.23 3.20 - 0.09 12.59 -3.29 - EG- Vertical Seismic Effect,Subtractive Frm -0.39 -1.30 - -2.09 0.39 -1.31 - SMS Specified Min.Roof Snow Frm 6.77 21.79 38.28 -6.77 21.80 File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. r Date: 9/26/2018 surt.ER a�r�arrnanutactur�ng 17-017737-01 Reaction reportRev02 Time:05:09PM Page: 27 of 30 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on l st order structural analysis. Appropriate Load Factors must be applied for dcsi n of foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 3-13 11.55 41 14.54 40 - 12.22 21 30.72 5 65/6/0 3-C - 15.74 22 49.99 5 - 131/0/0 3-D 13.96 39 10.97 42 - 12.18 22 30.77 5 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:3 Note:All reactions are based on 1 st order structural analysis. X-Loc 0/0/0 65/6/0 131/0/0 Gridl -Grid2 3-13 3-C 3-D rLd Description Hx Vy Hx VV Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) 5 D+CG+SMS> 9.00 30.72 - 49.99 -9.00 30 77 - 21 D+CU+W1> -7.28 -12.22 - -15.74 -2.69 -4.35 - 22 D+CU+<W 1 2.69 -4.38 - -15.74 7.28 -12.18 - 39 D+CG+E>+EG+ -9.54 6.92 - 13.08 -13.96 12.88 - 40 D+CG+<E+EG+ 14,54 12.74 - 13.25 8.96 6.89 41 D+CU+E>+EG- -11.55 -0.52 - 2.64 -11.95 5.41 - 42 D+CU+<E+EG- 1 12.53 1 5.29 1 2.81 10.97 -0.58 ASD Load Combinations-Framin No. Origin Factor Application Description 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 21 System I.000 .6D+0.6CU+0.6W1> D+CU+W1> 22 System I.000 .6 D+0.6 CU+0.6<WI D+CU+<WI 39 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 40 System 1.000 1.0 D+1.0 CG+0.91 <E+0.7 EG+ D+CG+<E+EG+ 41 System 1.000 .6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 42 1 System 1 1.000 10.6D+0.6CU+0.91 <E+0.7EG- D+CU+<E+EG- File: 17-017737 Version: 2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 9/26/2018 strrcEs Butler Manura turinp 17-017737-01 Reaction report Rev02 Time:05:09 PM Page: 28 of 30 Wall:4,Frame at:3011010 Frame ID:Endwall Frame @ REW Frame Type:Continuous Beam,End Posts B.2 C.2 Q lvy�� yr yr W H Hx Hx H:t Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000,00 (psi)Concrete Reactions-Unfaclored Load Type at Frame Cross Section:2.1 Type Exterior Column Interior Column Interior Column Interior Column X-Loc 0/0/0 35/9/0 65/6/0 98/3/0 Gridl -Grid2 2.1-13 2-13.2 2-C 2-C.2 Base Plate W x L(in.) 9X13 9X14 lOXll 9X14 Base Plate Thickness(in.) 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-01, 100'-0" 100'-0" 100'-0" Load Type Typel Load Description Desc. Hx Vy Hx Hz Vy Hx Hz I Vy Hx Hz Vy D Material Dead Weight Frm 1.50 5-51 0.97 6.85 - 0.97 CG Collateral Load for Gravity Cases Frm 1.11 3.27 - - 4.62 - L> Live-Notional Right Frm 4.07 11.29 18.29 - <L Live-Notional Left Frm 4.07 11.29 18.29 - ASLA Alternate Span Live Load,Shifted Right Frm 2-03 0.44 9.15 - - AASL Alternate Span Live Load,Shifted Left Frm 2.04 10.85 - 9.14 - SMS> Specified Min.Roof Snow-Notional Right Frm 8.47 23.53 38.10 - <SMS Specified Min.Roof Snow-Notional Left Frm 8.47 23.53 38 10 - S> Snow-Notional Right Frm 4.03 11.20 - 18.13 SD Snow Drift Load Frm - - - - - - <S Snow-Notional Left Frm 4.03 11.20 - 18.13 US]* Unbalanced Snow Load 1,Shifted Right Frm 3.03 3.57 - 17.34 *USI Unbalanced Snow Load 1,Shifted Left Frm 3.04 12.17 - 17.33 W 1> Wind Load,Case 1,Right Frm -12.25 -22.95 13 08 - - 12.43 -27.89 13.01 <Wl Wind Load,Case 1,Left Frm 1.74 -12.48 -11.77 - - -11.19 -27.89 -11 71 W2> Wind Load,Case 2,Right Frm -12.12 -13.46 - - - -14.76 - <W2 Wind Load,Case 2,Left Frm 1.87 -2.99 - -14.76 - WPL Wind Load,11 Ridge,Left Frm -1.38 -15.17 - - - -26.17 - WPR Wind Load,11 Ridge,Right Frm -0.50 -21.98 -26.16 MW Minimum Wind Load Frm - - - - - - MW Minimum Wind Load Frm 4.20 2.26 - -1.07 - MW Minimum Wind Load Frm - - - - - - MW Minimum Wind Load Frm -9.20 -1.10 -1.05 - CU Collateral Load for Wind Cases Frm - - - - - L Roof Live Load Frm 4.07 11.29 - 18.29 S Snow Load Frm 4.03 11.20 - - 18.13 E> Seismic Load,Right Frm -13.66 -3.28 925 8.81 -0,10 9.23 EG+ Vertical Seismic Effect,Additive Frm 0.47 1.34 - 207 <E Seismic Load,Left Frm 13.66 3.28 - -9.25 -8.81 0.10 -9.23 EG- Vertical Seismic Effect,Subtractive Frm -0.47 -1.34 - - - -2.07 - SMS Specified Min.Roof Snow Frm 8-47 23.53 - 38,10 File: 17-017737 Version: 2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 9/26/2018 BUTLER Butler Manufacturin0 17-017737-01-Reaction report Rev02 Time:05:09 PM Page: 29 of 30 Type Exterior Column X-Loc 131/0/0 Grid] -Grid2 2.1-D Base Plate W x L(in.) 9 X 13 Base Plate Thickness(in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 Column Base Elev. to 1-0.. Load Typel Load Description Desc. Hx I V D Material Dead Weight Frm -1.50 5.57 - - CG Collateral Load for Gravity Cases Frm -1.1 1 3.27 - - L> Live-Notional Right Frm -4.07 11.29 - - <L Live-Notional Left Frm -4 07 11.29 - - ASL^ Alternate Span Live Load,Shifted Right Frm -2.03 10.85 - - ^ASL Alternate Span Live Load,Shifted Left Frm -2.04 0.45 - - SMS> Specified Min.Roof Snow-Notional Right Frm -8.47 23.53 - - <SMS Specified Min.Roof Snow-Notional Left Frm -8.47 23.53 - - S> Snow-Notional Right Frm -4.03 11.20 - - SD Snow Drift Load Frm - - - <S Snow-Notional Left Frm -4.03 11.20 - - US]* Unbalanced Snow Load 1,Shifted Right Frm -3.03 12.17 - - *USl Unbalanced Snow Load 1,Shifted Left Frm -3.04 3.58 - - W 1> Wind Load,Case 1,Right Frm -1.74 -12.48 - - <W l Wind Load,Case 1,Left Frm 12.26 -22.95 - - W2> Wind Load,Case 2,Right Frm -1.87 -2.99 - - <W2 Wind Load,Case 2,Left Frm 12.13 -13.46 - - WPL Wind Load,11 Ridge,Left Frm 0.49 -21.97 - - WPR Wind Load,11 Ridge,Right Frm 1.39 -15.18 - - MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm 9.44 -1.19 - MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm -3.99 2.15 - CU Collateral Load for Wind Cases Frm - - - L Roof Live Load Frm -4.07 11.29 S Snow Load Frm 4.03 11.20 - E> Seismic Load,Right Frm -13.01 3.38 - EG+ Vertical Seismic Effect,Additive Frm -0,47 1.35 - <E Seismic Load,Left Frm 13.01 -3.38 - EG- Vertical Seismic Effect,Subtractive Frm 0.47 -1.35 - SMS Specified Min.Roof Snow Frm -8.47 23.53 -_ Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on]st order structural analysis. Appropriate Load Factors must be applied for siamnof foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) On-k) On-k) o/0/0 2.1-B 11.86 41 15.38 40 - - 1046 21 32.31 5 35/9/0 2-B.2 - - - 8.42 40 8.42 39 - - 0.97 1 65/6/0 2-C - - 8.01 40 8.01 39 12.62 21 49.57 5 98/3/0 2-C.2 8.40 40 8.40 39 - - 0.97 1 131/0/0 2.1-D 14.78 39 1 11.27 1 42 1 - - - 10.43 22 32.37 5 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:2.1 Note:All reactions are based on 1 st order structural analysis, X-Loc 0/0/0 35/9/0 65/6/0 98/3/0 131/0/0 Gridl -Grid2 2.1-B 2-B.2 2-C 2-C.2 2.1-D Ld Description Hx I Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) 1 D+CG+L> 6.68 20.08 0.97 29.76 0.97 -6.68 20.13 5 D+CG+SMS> 11.08 32.31 0.97 49.57 0.97 -11.08 32.37 21 D+CU+W 1> -6.45 -10.46 7.85 0.58 7.46 -12.62 7.81 0.58 -1.94 -4.14 22 D+CU+<W 1 1.94 4.18 -7.06 0.58 -6.71 -12.62 -7-02 0.58 6.45 -10.43 39 D+CG+F>+EG+ -9.49 6.74 8.42 0.97 801 12 83 - 8.40 0.97 -14.78 12.86 File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America, Inc. Date: 9/26/2018 BlJTLER autl..Manuru.ina 17-017737-01-Reaction report Rev02 Time:05:09 PM Page: 30 of30 40 D+CG+<E+EG+ 15.38 12.71 - -8.42 0.97 8.01 13.01 - -8.40 0.97 8.89 6.71 41 D+CU+E>+EG- -11.86 -0.61 - 8.42 0.58 8.01 2.57 - 8.40 0.58 12.41 5.48 42 D+CU+<E+EG- 13.00 5.36 - -8.42 0.58 -8.01 2.75 - -8.40 0.58 11.27 -0.68 ASD Load Combinations-Framin No. Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 21 System 1.000 0.6D+0.6CU+0.6W1> D+CU+Wl> 22 System 1.000 0.6D+0.6CU+0.6<Wl D+CU+<WI 39 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 40 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 41 System 1.000 .6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 42 System 1.000 .6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- File: 17-017737 Version:2018.1 a Butler Manufacturing,a division of BlueScope Buildings North America,Inc. OFFI 6F COPY Ak - X SUMP � nI / -- - -- klC1D FRIJIE A ELEVATOR'Pf1 SEE SIM e PLAN VIEWLSM NORTH sEc�iaN /8n = I t—on (3)46'5 VERT EA FACE 14 TES AT 6"oot MOM WTS PFR Nil.�D'C NFCR REOURpEMS L11i�, �.+: - FT G BELOW PER MF66R t 2'car PlrilooD SFLFATH C � Tfp. oiffi�m To —4+ T.D.FF6117. SEE FOUND PL PL M SILL PLAT /AA S W/5/D' AT MN.Ili'O.G AT'EA SWIFT ; �1'�PS� �-� TYP.SIM ON GRADE 1%`12.9 K SEE FOUND PLAN FOR 1 OF oPEirs - E ENDD STEM Mal s-QA N&a TYP. I. YERT.1m.IIRD I J SLAIL R X,- MAMN SPM 15"5_AT T2'O.G FA.WAY AAIIlN<aN1 M N IN FOUND. MTaI. kK u F coNP� APPRPdED a l! E� F EMB. DEPTH � - - "� VER MWA I�GLRI I i AAAIII 'SATTTOMIrO.C.ur1NY � -- Jr - , �• rA � J�� l _ ' BO oT -------- -No SECTSly SECT A-A EXTM5 SLAB RUNFORCNFNT TAVOW-li FT I& PRa's'2 PORT GARECTDNER ARCHITECTS SECTION AT ELEV PIT / SUMP PIT D A N T R A W L DATE: 2018 NOV 1512FWMU MMMIOM MI 6221 180th Street NE gLD 1"1 BIZ STRUCTURAL DESIGN ASSOCIATES Project Title: Engineer. Pro ect ID: SDAtt8163 Project Descr:Construction Support Printed: 4 DEC 2018, 4:00PNI Concrete Column RW QWE►A*R-flP06C-iOWS-1010[-111812D4-116163.161204-00neeudM8upp0Aec6 ' S**amcopyngluENERCALC INC 1883201b.audd'10.16.1031 0.0 De9Crfption PILASTER Code References Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information fc:Concrete 28 day strength = 2.5 ksi Overall Column Height = 4 ft E_ = 3,122.02 ksi End Fixity Top&Bottom Pinned Density = 150.0 pal Brace condition for deflection(buckling)along columns P = 0.850 X-X(width)ads: fy-Main Rebar = 80.0 its] Unbraoed Length for X-X Axis budding-8 ft,K=1.0 E-Main Rebar = 29.000.0 its! Y-Y(depth)axis: Allow.Reinforcing Limits ASnrra615 ems Used Unbraced Length for X-X Axis budding=8 It,K=1.0 Min.Reinf. = 1.0% Max.Reinf. = 8.0% Column Cross Section Column Dimensions: 18.01n high x 18,Oin Wlde,Column Edge to Rebar Edge Cover=2.Oin ti •. 4„ Column Reinforcing: 4-#6 bars @ comers„1-#6 bars top& bottom between corner bars,1-#6 bars left &right between corner bars �. 4. Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included:1,350.0 Ibs I Dead Load Factor AXIAL LOADS... Axial Load at 4.0 It above base,LR=56.50 k DESIGN SUMMARY Load Combination +1.20b+1.60Lr+0.50L+1.8t)H Maximum SERVICE Load Reactions- Location of max.above base 3.973It Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Stress Ratio 0.198:1 Top along X-X 0.0 it Bottom along X-X 0.0 k Ratio=(PUA2+Mt1"2)".5 I(PhiPn"2+PhiMn"2)11.5 Pu= 92.020 k q) 'Pn= 463.954 k Mu-x= 0.0 k-ft 9 •Mn-x= 0.0 k-ft Maximum SERVICE Load Deflections... ?&-Y a 0.0 k-ft T'Mn-y= 0.0 kit Along Y-Y 0.0 in at 0.0 ft above base for load combination: Mu Angle= 0.0 deg Along X-X 0.0in at 0.0ft above base Mu at Ante= 0.0 k-ft yMn at Angle= 0.0 k-ft for load combination Pn&Mn values located at Pu-Mu vector intersection wkh capacity curve Column Capacities... General Section Information.cP = 0.650 =0.850 9 = 0.80 Pnmax:Nominal Max.Compressive Axial Capacity 892.22 k p:%Reinforcing 1.086 % Rebar 9�Ok Pnmin:Nominal Min,Tension Axial Capacity k Reinforcing Area 3.520 In^2 (p Pn,max:Usable Compressive Axial Capacity 463.954 k Concrete Area 324.0 1n"2 (P Pn,min:Usable Tension Axial Capacity it Governing Load Combination Results Governing Factored Moment Dist from kAtdal Load Bending Analysis k-ft Utilization Load Combination X-X Y-Y base It Pu (p 'Pn S x Sx•Mux S Y Sy`Muy Alpha (deg) S Mu q)Mn Ratio +1.40D+1.60H 3.97 1.89 463.95 0.000 0.004 +1,20D+0,50Lr+1.60L+1.60H 3.97 29.87 463.95 0.000 0.064 +1.20D+1.60L+0.50S+1.60H 3.97 1.62 463.95 0.000 0.003 STRUCTURAL DESIGN ASSOCIATES Project Title: Engineer: Project ID: SDA#8163 Project Descr:Construction Support Printed: 4 DEC 2016, 4:OOPM Concrete Column Fft=O..INE7WOR-IIPRWECr11B00-6-116163.0•-n19110M16t63-1e1204-CmstudonSuppat.ec6 S**waoopyrghIENERCALC,INC.1983-2018.W10.18.10.31 Desrxiption PILASTER Goveming Load Combination Results Governing Factored Moment Dist from k xial Load Bending Analysis k-ft Utilization Load Combination X-X Y-Y base ft Pu 4p 'Pn 8 x 89'Mux 8 y 8y'Muy A"a (deg) S Mu cp Mn Ratio +1.20D+1.6OLr+0.50L+1.60H 3.97 92.02 463.95 01000 0.198 +1.20D+1.6OLr+0.50W+1.60H 3.97 92.02 463.95 0,000 -0.198 +1.20D+0.50L+1.60S+1,60H 3.97 1.62 463.95 0.000 0.003 +1.20D+1.60S+0.50W+1.60H 3.97 1.62 463.95 0.000 0.003 +1.2OD+0.5OLr+0.50L+W+1,60H 3.97 29.87 463.95 0.000 0.064 +1,200+0.50L40.508+W+1.601-1 3.97 1.62 463.95 0.000 0.003 +1.20D+0.5OL40.20S+E+1.60H 3.97 1.62 463.95 0.000 0.003 +0.90D+W+0.90H 3.97 1.22 463.95 0.000 0.003 40.90D+E+0.90H 3.97 1.22 463.95 0.000 0.003 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial RE action My-End Moments k-ft Mx-End Momenta Load Combination Vase @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Tap +D+H 1.350 +D+L+H 1.350 +D+Lr+H 57.850 4D+6+H 1.350 +D+0.750Lr40.750L+H 43.725 +D+0.750L+0.750S4H 1.350 +D40.60W+H 1.350 4D+O.70E4H 1.350 4D+0.750Lr40.750L+0.450W+H 43,725 4D+0.750L+0.750S40.450W+H 1.350 +D+0.750L40.750S40.5250E+H 1,350 40.60D+0.60W40.60H 0.810 +0.60D+0.70E4O.60H 0.810 D Ony 1.350 Lr Only, 56.500 L Ony S Ony w Only E Only H Ony Maximum Moment Reactions Note:Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top +D+H k-ft k-ft +D+L+H k-ft k-ft +D+Lr4H k-ft k-ft +D+S+H k-ft k-ft 40+0.750Lr40.750L+H k-ft k-ft +D+0.750L40.7508+H k-ft k-ft 4D+0.60W4H k-ft k-ft +D+0.70E+H k-ft k-ft +D+0.75OLr+0.750L+0,450W+H k-ft k-ft +D40.750L40.750S40.450W4H k-ft k-ft +D+0.750L40.750840.5250E+H kit k-ft 40.60D40.60W+0.60H k-ft k-ft +0.60D40.70E+0.60H k-ft Wt D Only k$ k-ft Lr Orgy kit k-ft L Only k-ft k-ft S Only k-ft k-ft W Only k-ft k-ft E Only k-ft k-ft H Only k-ft k-ft STRUCTURAL DESIGN ASSOCIATES Project Title: Engineer Project ID: SDA#8163 Project Descr.-Construction Support Printed: 4 DEC 2010, 4:0013M Concrete Column Fla=CINEIWOR-11PMEC-11B0004-101&%D-1H812D4.11B163.181204-C%4UtxwnSupmtec6 1 Soft-wpyriphl ENERCALC,INC.1963 2(118 Bti1010.18.10.31 Llransp.E? Covington Description: PILASTER Maximum Deflections for Load Combinations Load Combination Max.X-X Defledon Distance Max.Y-Y Deflection Dlsb= +D+H 0.0000 In 0.000 It 0.000 In 0.000 ft 4D+L+H 0.0000 in 0.000 It 0.000 In O.ODD ft 4D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 4M+H 0.0000 In 0.000 ft 0.000 In 0.0D0 ft 4D+0.750Lr+0.750L+H 0,0000 in 0.000 ft O.00D In 0.000 ft 4D40.750L40.750S+H 0.0000 In 0.000 ft 0.000 in 0.000 It 4D+0.60W+H 0.0000 In 0.000 It 0.000 In 0.000 ft +D40.70E+H 0.00DD In 0.000 ft 0,000 in 0.000 It +040.750Lr+0.750L+0.450W+H 0.0000 In 0.000 It 0.000 In 0.000 ft +D40.750L40.750S40.450W+H 0.0000 in 0.000 It 0,000 in 0.000 It +D+0.750L40.750840.5250E+H 0.0000 in 0.001) ft 0.000 In 0.000 ft 40.6013+0.60W+0.601-1 0.0000 In 0.000 ft 0.000 In 0.000 ft 40.60D+0.70E+O.60H 0.0000 in O.ODO It 0.000 in 0.000 ft D Only 0.0000 in 0.000 it 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 fl L Only 0.0000 in 0.000 It 0.0D0 in 0.000 It S Only 0.0000 in 0.000 It 0.000 In 0.000 ft W Only 0.0000 In 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 In 0.000 It H Only 0.0000 in 0.000 ft 0.000 In 0.000 ft Sketches Interaction Diagrams STRUCTURAL DESIGN ASSOCIATES Project Title: Engineer: Project ID: SDA#8163 Project Descr.Construction Support Printed: 4 DEC 2018, 4:OOPM Concrete Column = =1Eo-te000s-r�>le�o-,neiioat�s •te+za•c«�� swo�. SoBwareOMOOMENERCRLC WC 1993.2018,BuA101810.31 Description: PILASTER Concrete Column P-M Interaction Diagram 525.0 Phi Mn, Alpha (kft) 472.5 420.0 367.5 315.0 Y 262.5 c a s a 210.0 157.5 105.0 52.5 J 1 1� IcaE Crib=.:7W.059.'fk.15M, Pr- DI"0961,800J STRUCTURAL DESIGN ASSOCIATES Project Title: Englneer: Project ID: SDA#8163 Project Descr:Construction Support Printed: 4 DEC 2018, 4:00PM Concrete Column Fe= `111'RWEC-11t100D�8-118tON-111eIM-ne163.161204-Co auctonsuppenec6 ' SoftwocooynghIENERC&C INC 19632016,13A 10.1810.31 Descriplion: PILASTER Concrete Column P-M Interaction Diagram 525.0 Phi"Mn C Alpha (k-ft) I 472.5 420.0 367.5 315.0 Y v 262.5 a` i t IL 210.0 157.5_! 1 105.0 4 52.5 0 l J' kat Caro :iU,.Nd,.0 S,X41&AI-AW4 b0-5 Mn 004) STRUCTURAL DESIGN ASSOCIATES Project Title: Engineer. Project ID: SDA#6163 Project Descr:Conshaion Support Printed: 4 DEC 2018, 4:OOPM Concrete Column FbECWfTWOR-11PRWEC-1ls MS-118163A-111812W-118163.181201 ConsaucOonSupowtW6 ' Softarecoj-WIENERMC INC 19SX2018,Sq-W1CAU031 Description: PILASTER Concrete Column Pelt Interaction Diagram 525.0 Phi•Mn Alpha (k-tt) 472.5 420.0 367.5 315.0 262.5 a` t a 210.0_ 157.5 i 105.0 j 52.5 _ —173— --t03. A STRUCTURAL DESIGN ASSOCIATES Project Title: Engineer: Project ID: SDA#8163 Project Descr:Construclion Support Pdnted: 4 DEC 2018, 4:OOPM Concrete Column �=C:WETWOR—IwO,IEC-n M41-lbta-o-n181204-19163•le+iO4.Owswaw Sure ' Sdhvm oopmht ENERC&C.INC 1983.2018,&Md 10-f81031 Lit. It KW 06011301 Descriptlon: PILASTER Concrete Column P-M Interaction Diagram 525.0 Phi"Mn @ Alpha (k-ft) I I 472.5 420.0 367.5 i 315.0 262.5 a. a. 210.0 157.5 105.0 52.5 WN . '34.0 —51.9— 1038-—12t-1 1138.4 11551 1 TOM 0 iU,ic.=��aeu.asa�+o��.n.�mcNq's (W"p it.0Qq F y y t � O REINFORCED O N TILT-UP PANEL N Q Q N Q O L4x4xY2 x 10" LG. /7{ w/ (2)%2"Ox24" PLBx 10Y12" (A3G) N �i 3 m D2L DEFORMED w/ (2)%2"Ox24" o BAR ANCHOR D2L DEFORMED 8 w m BAR ANCHOR � a v Z o mo +5 J/2" TH K REINFORCED o SLAB CAST-IN PLACE N I I DOWEL PER m PLAN REINFCED OR FT'G PER o l l l l PLAN o IIII Z G" z REINFORCED z • TILT-UP PANEL O UW PER S-SHEETS z `AWN LOADING #4 'L' BAR 2�4° Q y DOCK OPENING 30" CID zw — Q > _ ~ N N CD CV W J Q 1211 2" (TYP.) REINFORCED FT'G PER PLAN Drawn By.JIB Checked By:CCC Date: 1 2.OG-1 B PANEL 12 14 ALTERATIVE SDA JOB NO. 8l63 PANEL CORNER CONN, (LOADING DOCK) STRUCTURAL DETAILS SA-I W IL LJ La! Z Z IZ Z t I f PE9AR ATOMMUNICIPALTo AIRPORT 180th S N 9ul- -T 172nd STREET N VICINITY MAP ot� LEGAL DESCTIPTION EAST 1/2 OF THE SOUTH 1/2 OF THE SW QUARTER OF THE NE 1/4 OF SECTION 22, TOWNSHIP 31N, RANGE 5E WM IN SNOHOMISH COUNTY WASHINGTON APN: 31052200101100 SITE ADDRESS 62XX 180th STREET NE ARLINGTON, WASHINGTON PERMIT CONTACT DOUG HANNAM 425 388 5588 PORT GARDNER ARCHITECTS 1512 WETMORE AVENUE EVERM, WASHINGTON 98201 OWNER DANTRAWL INC. 206 789 8840 DURING CONSTRUCTION — C/O FINNEY NEILL CO. 9757 GREENWOOD AVE. N. SEATTLE, WASHINGTON 98103 Received DEC 2 7 2017 w I11KI. Date: 8/29/2017 BUTLER Letter of Certification Time:04:53 PM Butler Manufnctur�np ---"-••_ .^ Page: 1 of 2 Letter of Certification Contact: Project:Dantrawl Bldg Name:Coast Construction Builder PO 4: Address:328 N Olympic Ave. Jobsite:17305 59th Ave NE City,State:Arlington, Washington 98223 City,State:Arlington, Washington 98223 Country:United States County,Country: Snohomish, United States This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof I Peak Width Len (sq.ft.) (sq.ft.) (sq.ft.) Height Height 2 Pitch I Pitch I Height Unit 1-Buiidin 131/0/0 302/0/0 39562 26427 39639 31/10/8 31/10/8 0.750:12 0.750:12 35/11/10 Loads and Codes-Shape:Unit 1-Building City: Arlington County: Snohomish State: Washington Country: United States Building Code:Washington State Building Code 2015 Structural: 1 OAISC-ASD Rainfall:I:0.10 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD fc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering+Second.Dead Load:2.18 psf Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):3.50 psf-USR Wind Load Snow Load Seismic Load Wind Speed:Vult:110.00(Vasd:85.21)mph Ground Snow Load:pg:17.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf: 11.90 psf Mapped MCE Acceleration:Ss: 107.30%g Wind Exposure:C-Kz:0.995 Design Snow(Sloped):ps: 11.90 psf Mapped NICE Acceleration:S1:41.80%g Parts Wind Exposure Factor:0.995 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:le: 1.000 Topographic Factor:Kzt: 1.0000 •Exposure Factor:2 Partially Exposed-Cc:1.00 Design Acceleration Parameter:Sds:0.7660 Snow Importance:Is:1.000 Design Acceleration Parameter:Shc:0.4409 NOT Windborne Debris Region Thermal Factor:Heated-Ct:1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/6/0 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:12/9/0 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.19 psf Fundamental Period Height Used:31/10/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.4466 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.2683 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W Building design loads and governing building code is provided by the Builder and is not validated by Butler Manufacturing,a division of BlueScope Buildings North America,Inc.The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Buticr Manufacturing,a division of BlueScope Buildings North America,Inc.design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. File: 17-01773 7 Version: 2017.1 b Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Received DEC 27 7017 FAr2 1-1g2 Date: 8/29/2017 SUTLER Butler Manufacturing Letter of Certification Time:04:53 PM --•�- - —~ Page: 2 of 2 This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Butler Manufacturing,a division of BlucScope Buildings North America,Inc.,nor does it apply to unauthorized modifications to building components. Furthermore,it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Butler Manufacturing,a division of BlucScope Buildings North America,Inc.DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract documents. The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this letter. Date: Engineer's Seal: ell rJ Engineer in responsible charge Digitally signed by Josh S. Seymour, PE DN:E=jsseymour@butlermfg.com, CN="Josh S. Seymour, PE", O=Butler Manufacturing 50392 Company, L=Kansas City, S=Missouri, C=US �Op "GI T- Reason:This document has been Fss/0?;At P E electronically signed and sealed by Josh Josh S. Seymour, Seymour, PE using my Digital Signature with 09/01/2017 PE seal affixed. Printed copies of this document are not considered signed and sealed, and the signature must be verified on any electronic copies. Date:2017.09.01 12:05:31-05'00' File: 17-017737 Version:2017.1 b Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 6L/TLER Letter of Certification Time:04:53 PM Butler Manufacturing ^� °,a_ -�ao�M,.•_ Page: 1 of Letter of Certification Contact: Project:Dantrawl Bldg Name:Coast Construction Builder PO#: Address:328 N Olympic Ave. Jobsite:17305 59th Ave NE City,State:Arlington, Washington 98223 City,State:Arlington, Washington 98223 Country:United States County,Country: Snohomish, United States This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. Overall Buildin Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof Peak Width Length (sq.ft.) (s .ft.) (s .ft.) Height Hei ht 2 Pitch Pitch Hei ht Unit 1 -Buildin 131/0/0 302/0/0 39562 26427 39639 31/10/8 31/10/8 0.750:12 0.750:12 35/11/10 Loads and Codes-Shape:Unit I-Building City: Arlington County: Snohomish State: Washington Country: United States Building Code:Washington State Building Code 2015 Structural: IOAISC-ASD Rainfall:1:0.10 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD fc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering+Second.Dead Load:2.18 psf Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):3.50 psf-USR Wind Load Snow Load Seismic Load Wind Speed:Vult: 110.00(Vasd:85.21)mph Ground Snow Load:pg: 17.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf: 11.90 psf Mapped MCE Acceleration:Ss:107.30%g Wind Exposure:C-Kz:0.995 Design Snow(Sloped):ps: 11.90 psf Mapped NICE Acceleration:S1:41.80%g Parts Wind Exposure Factor:0.995 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie: 1,000 Topographic Factor:Kzt: 1.0000 Exposure Factor:2 Partially Exposed-Ce: 1.00 Design Acceleration Parameter:Sds:0.7660 Snow Importance:Is: 1.000 Design Acceleration Parameter:Shc:0.4409 NOT Windborne Debris Region Thermal Factor:Heated-Ct: 1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/6/0 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:12/9/0 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.19 psf Fundamental Period Height Used:31/10/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.4466 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.2683 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W Building design loads and governing building code is provided by the Builder and is not validated by Butler Manufacturing,a division of BlueScope Buildings North America,Inc.The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Butler Manufacturing,a division ofBlueScope Buildings North America,Inc.design practices which have been established based upon pertinent procedures and recommendations ofthe Standards listed in the Building Code or later editions. File: 17-017737 Version:2017.1b ������� Butler Manufacturing,a division of B1ueScope Buildings North America,hie. DEC 2 7 2017 PAD 1111i Date: 8/29/2017 BUTLER Butler Manufacturing Letter of Certification Time:04:53 PM Page: 2 of 2 This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Butler Manufacturing,a division of BlueScope Buildings North America,Inc.,nor does it apply to unauthorized modifications to building components. Furthermore,it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Butler Manufacturing,a division ofBlucScope Buildings North America,Inc.DOES NOT provide general review oferection during or after building construction unless specifically agreed to in the contract documents. The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this letter. �i1AR ,s Date: Engineer's Seal: �,4pf NVASF//,I��9 Engineer in responsible charge �, r C y �2 Digitally signed by Josh S. Seymour, PE - DN: E=jsseymour@butlermfg.com, CN="Josh S. Seymour, PE",O=Butler Manufacturing n 50392 � Company, L=Kansas City, S=Missouri, C=US Reason:This document has been FSSION4i. �� electronically signed and sealed by Josh Josh S. Seymour, PE Seymour, PE using my Digital Signature with 09/01/2017 PE seal affixed. Printed copies of this document are not considered signed and sealed, and the signature must be verified on any electronic copies. Date: 2017.09.01 12:05:31-05'00' File: 17-017737 Version: 2017.1 b Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Ci TY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:6321 180th Street NE Permit#:1792 Parcel#:31052200101100 Valuation:3560191.00 OWNER APPLICANT CONTRACTOR Name:DANTRAWL INC Name:Port Gardner Architects Name:Coast Construction Group Address: 1121 NW 52ND STREET Address:1512 Wetmore Avenue Address:328 N Olympic Ave City,State Zip:SEATTLE,WA 98107 City,State Zip:Everett,WA 98201 City,State Zip:Arlington,WA 98223 Phone: Phone:425-388-5588 Phone:360-474-0600 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 2-B CONST.TYPE: VB DWELLING UNITS: 0 OCCGROUP: F-1/13 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI10/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be rcportc ou�S' "return and co c.City o lington#3101. �/ - - f �L i.fS 04¢FS So^t/ �/,, Signature Print Name Date cicasc Date CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 7/17/2018 Building Permit Fee $21,622.90 7/17/2018 Building Plan Review Fee $125.00 7/17/2018 Building Plan Review Fee $13,929.89 7/17/2018 Processing/Technology Fee $25.00 7/17/2018 State Surcharge-Commercial $25.00 7/17/2018 Traffic Mitigation-City ($46,970.00) 7/17/2018 Traffic Mitigation-City $46,970.00 Total Due: $35,727.79 Total Payment: $125.00 Balance Due: $35,602.79 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon SAFEbuilt, RETURN SUBMITTAL DATE: 5/9/2018 The following projects have been reviewed per City of Arlington Ordinances and have been deemed complete. Separate document lists are included for each permit for your use in quality control. Invoicing will be done separately and will be pursuant to the services contract. TYPE OF BUILDING ORIGINAL DATE PERMIT# PERMIT REVIEWER OF RECEIPT COMMENTS 1 BID1792 Building A.Green 2/5/2018 Review Complete 2 3 4 5 SAFEbuilt Contact Information: David Johnson DJohnson@safebuilt.com 206-491-2053 RECEIVED: CITY OF ARLINGTON Signature Date Printed Name Lt1 Y D1 COMMERCIAL APPLICATION PERMIT SUBMITTAL INC, Department of Community&Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATIONMUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: a / `�� Valuation: Project Address: Parcel ID#: 'j�lJt7TiZ4'd�0//dG Legal Description Owner: Phone Number: Address: G O q�C 7�a futr4/6ot�4 NCity: State: 40 Zip Code: old j Engineer: � 5 �y/, 'p►�,4/ Phone Number: 41-017- Y Cell Phone: E-mail: Address: uG/ i-_- _4f6- City: State:![�� Zip Code: U ZO-/ �e�•� 4ne Number: ids �GGrd -�aA• e ]�G�7z✓ �� Cell Phone: Ave;- E-mail: Address: �i��9� l znl�K ,rev City: State: Zip Code: ZZ Contractors License Number._fi/S/ F/1-0 Expiration: t- Contact Person: Phone mbeT�' �,�,�, •�-n.�r,.,.r 11 / Cell Phone: -� E-mail: q�h rll2G�I sT •r�x /c�,GovYt Address: <Sl7� �J�/t'•�tA✓�/ Y�City: E=L State: / Zip Code: !79Lo l Proposed Scope of Work: 9 vneF z1 lxs 5�vs5 7�Z&7 J/ REV 2015 Page 6 of 9 t Y of COMMERCIAL APPLICATION � ��� PERMIT SUBMITTAL V G Department of Community&Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 Project Namefrenant Site Address G7 Bldg/Unit/Suite f f IBC Construction Type V jt�; T /�!�-� IBC Occupancy Type w Z�zl� Description of Use le� 1 �---6eALLC . e->r S Building Square Footage % 3 q,0z:--c5, �rj4:: Number of Stories j Z f-fzs g Y 4'!z, 40 Square Footage Per Floor 9, ed� s ��TL,����d� a#F/ ) Will there be any installation, modification or removal of the following?(Check all that apply) ( Automatic fire extinguishing systems ❑ Compressed gas systems Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks,piping etc...) ❑ Hazardous materials X High piled/rack storage ❑ Industrial ovens/furnace V Private fire hydrants ❑ Spraying or dipping operations K Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Installation,changes, modifications or removal of any of the above may require additional submittals, information,or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL IN Department of Community&Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 Name of Project: r�`Acs2 r��v �KG• Project Address: Z- Z �lG� Special Inspection Firm: Address: Contact Person: _.. Phone: - Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete Bolting in Concrete r ( ) Pre-stressed Concrete ( ) Shotcrete { ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform.If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports,on site,for review. REV 2015 Page 8 of 9 i COMMERCIAL APPLICATION IN PERMIT SUBMITTAL Department of Community&Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained,prior to work shown on the revisions being performed. Owner: civ— 6-0�) The project owner,or the architect or engineer acting as the owners agent,shall employ the speQaLinspector T-a-g1Mcy. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project,until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. tX�li��/'��]`—�Z Date: ! Z7i�� I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above-described property will be in accordance with tie laws, rules and regulation of the State of Washington. Applicants Signature Print Applicants Name Date FOR STAFF USE ONLY I i f`t,eiv `t;7, ?_01/ Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 i �� GeV y COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community&Economic Development City of Arlington- 18204 59th Ave NE-Arlington,WA 98223- Phone(360)403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. incomplete applications will delay the review. ❑ One(1)City of Arlington Commercial/Multi-Family Permit Application (One(1)permit application per building or structure is required) ❑ One(1)City of Arlington Commercial/Multi-Family Submittal Requirements Form Two(2)Architectural Drawings /Two(2)Structural Drawings ❑ Two(2)Structural Calculations ❑ One(1) Project Specification Manuals(if applicable) ❑ One(1) NREC Code Compliance Forms ❑ One(1)Special Inspection Requirements Forms ❑ One(1)Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE,architectural,structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360)403 3551 or by email to ced cDarlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 I II �.1 COMMERCIAL APPLICATION PERMIT SUBMITTAL INC,EO Department of Community&Economic Development City of Arlington •18204 59th Ave NE •Arlington,WA 98223• Phone(360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration,and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2&IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24",or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink,blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 i Y COMMERCIAL APPLICATION s • PERMIT SUBMITTAL "NN' � Department of Community&Economic Development P P City of Arlington•18204 59th Ave NE-Arlington,WA 98223- Phone(360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑ SITE PLAN—REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer,gas and electrical. 10_ Flood hazard areas,floodways,and design flood elevations as applicable. B. ❑ ARCHITECTURAL DRAWINGS 1. ❑ Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation(show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 1/8"minimum scale.Details a minimum%-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings, g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces, if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 `Yt Y U� COMMERCIAL APPLICATION 7 PERMIT SUBMITTAL L1 VG Department of Community&Economic Development City of Arlington- 18204 59th Ave NE-Arlington,WA 98223- Phone(360)403-3551 j) Show the location of all new walls,doors,windows,etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 1/8"minimum scale.Details a minimum%.inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1.Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing,span and wood species or metal gage for all stud walls. b) Indicate all wall,beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings,headroom, handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1 Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS).Contact the Arlington REV 2015 Page 4 of 9 I I COMMERCIAL APPLICATION PERMIT SUBMITTAL INC, Department of Community&Economic Development City of Arlington• 18204 59th Ave NE•Arlington, WA 98223• Phone(360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work.These permits are Issued separately.Mechanical,electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at(425)339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications.To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. I REV 2015 Page 5 of 9 ti Date: 8/29/2017 BUTLER Butler Manufacturing Letter of Certification Time:04:53 PM "" Page: 1 of 2 Letter of Certification Contact: Project:Dantrawl Bldg Name:Coast Construction Builder PO#: Address:328 N Olympic Ave. Jobsite:17305 59th Ave NE City,State:Arlington, Washington 98223 City,State:Arlington, Washington 98223 Country:United States County,Country: Snohomish, United States This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof Peak Width Len s .ft. s .ft. (s .ft. Height Height 2 Pitch Pitch Height Unit 1-Building 131/0/0 302/0/0 39562 26427 1 39639 31/10/8 1 31/10/8 1 0.750:12 1 0.750:12 35/11/10 Loads and Codes-Shape:Unit 1-Building City: Arlington County: Snohomish State: Washington Country: United States Building Code:Washington State Building Code 2015 Structural: 10AISC-ASD Rainfall:I:0.10 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD fc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering+Second.Dead Load:2.18 psf Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):3.50 psf-USR Wind Load Snow Load Seismic Load Wind Speed:Volt:110.00(Vasd:85.21)mph Ground Snow Load:pg:17.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf:11.90 psf Mapped MCE Acceleration:Ss:107.30%g Wind Exposure:C-Kz:0.995 Design Snow(Sloped):ps:11.90 psf Mapped MCE Acceleration:S1:41.80%g Parts Wind Exposure Factor:0.995 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie:1.000 Topographic Factor:Kzt:1.0000 Exposure Factor:2 Partially Exposed-Ce:1.00 Design Acceleration Parameter:Sds:0.7660 Snow Importance:Is:1.000 Design Acceleration Parameter:Sill:0.4409 NOT Windborne Debris Region Thermal Factor:Heated-Ct:1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/6/0 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:12/9/0 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.19 psf Fundamental Period Height Used:31/10/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.4466 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.2683 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W Building design loads and governing building code is provided by the Builder and is not validated by Butler Manufacturing,a division of BlueScope Buildings North America,Inc.The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Butler Manufacturing,a division of BlueScope Buildings North America,Inc.design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. File: 17-017737 Version:2017.1b Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER ��.��g Letter of Certification Time:04:53 PM "�°'°"Man�,a"".._.M. Page: 2 of 2 This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Butler Manufacturing,a division of BlueScope Buildings North America,Inc.,nor does it apply to unauthorized modifications to building components. Furthermore,it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Butler Manufacturing,a division of BlueScope Buildings North America,Inc.DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract documents. The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this letter. s�uAxrs�, Date: Engineer's Seal: �J�pF WASH�,t,C Engineer in responsible charge Digitally signed by Josh S.Seymour, PE O r o� DN:E=jsseymour@butlermfg.com,CN="Josh S.Seymour,PE",O=Butler Manufacturing ,0 50392 Company,L=Kansas City,S=Missouri,C=US 'Pp �EGISTER�� Reason:This document has been 'SIpNALG Josh S. Seymour PE electronically si and sealed by Josh � Seymour, PEE using my Digital Signature with 09/01/2017 PE seal affixed. Printed copies of this document are not considered signed and sealed;and the signature must be verified on any electronic copies. Date:2017.09.01 12:05:31-05'00' File: 17-017737 Version:2017.1b Butler Manufacturing,a division of BlueScope Buildings North America,Inc. i i I R Y I I A 3AV OM 30 Z l j O I I CXD a R — - - l cxD . 1 1 — ado H— o ------------------ c ' I � - cn V) a I cn rn j C, a O cr- cal I � > z I I �j C7y Z m Cn I z 00 Q W CD i 1 , M UJ t= III � I I o O 1 I � N oL- ! I W C a, � � Ixo CJ) E x o� 0 o 0 I, IN, I� ar Oao c— • 00 a 1------------M w O x z Q Imo ' 0 13 N i � I cr> > N -- o �- i I 3 CD CDI O I CL REV. 0 I o a l 00 I REV. SHEET TITLE 0 ' Ln z l I I I cc t x zo M I n OLL c l � NI LJJ O DATE N Q PROJECT NO. rn 3C CD OF Q 0o 0. 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Olympic•Arlington, WA 98223 DATE roe No. .=:/ , JIGI ❑Administration ❑Maintenance & Operations ATTENTION ❑Engineering ❑Utilities RE: TO ]\Z.i;A,- '�A��o n_0..yvt �Z WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE{{ NO. DESCRIPTION __4��� THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If enclosures are not as noted, kindly notify us at once. SAFEbuilt Contact Information: Name: Lou Whitford Email: Lwhitford((Dsafebuilt.com Phone: 206-503-5948 RECEIVED BY: natu Date Printed Name SAFEbuilt Washington Bellevue Office✓ Structural Design ;tssoctatcs L.nghieet-ing Sll"Nchvt-e.S to Law .SDA ;h'L 63 Issued: March 14, 2019 co v cJ p Revised: March 15, 2019 ��ti F WAS .y o Dantrawl Inc, r x 62XX 180`h St. NE_ Arlington, WA A 331 83 Subject: Wind Column located at gridline 2/B.2 roNAL MAR-1 A 2019 SDA Ref. 48163 To whom this may concern: Structural Design Associates [SDA] has been notified of a wind column location deficiency at gridline 2/13.2. The wind column,plinth, and footing are installed approximately 12"to the west of the required location shown on the structural drawing approved by SDA, dated April 29, 2018.This site modification influences the beam to column connection,girts, spandrels, tilt-up panels,tilt-up panel connections, and post reactions. Other structural implications may also apply with this offset eohutm location that are unknown at this time. The factored wind column reactions are reported to be 16.18k for horizontal in/out loading and 0.97k for vertical loads per the Butler calculation package"17-017737-01-DSN Report", issued 9/26/2018. The correct location for the wind column is lacking a hairpin and plinth reinforcement. SDA has reviewed the reported field conditions of the correct location.for the wind column and deemed it inadequate to transfer the horizontal in/out column reaction. SDA cannot approve the existing field conditions and requires remedial action. Two solutions exist that will rectify the column deficiency. The instruction to these solutions is listed below. Coast Construction shall review both options and provide a proposed course of action in writing to SDA. Port Gardner Architects, and Dantrawl prior to rectifying this deficiency. Port Gardner Architects and DantravO reserve the right to review and approve/reject the desired"course of action". SDA requires one of the two solutions be completed: 1) The existing wind column shall be replaced with a new wind column that extends down past the plinth to bear directly onto the existing footing.The new wind column shall consist of a continuous steel member fabricated in a WABO certified shop. Butler,the steel frame manufacturer, shall inspect and certify the new column prior to delivery at the job site;provide calculations for the new wind column that demonstrate adequate strength, serviceability,and conformance to the 2015 international Building Code: and report any changes to the frame reactions that might occur due to the column modification to SDA thru Port Gardner Architects. As the Engineer of Record(EOR), SDA reserves the right to review and approve/reject the new column design. The following instructions shall be adhered to during the installation of the new column: - The original plinth, located at gridline 2/B.2, shall be chipped down to the top of the footing in a manner that does not damage or disturb the exiting reinforcement, surrounding slab, and adjacent tilt-up panel. The length and width of the chipped concrete shall not exceed 24". 3000 14tckcr Ave I"verctt, \VA 9820t hh: 425-339-0293 I'►:: 425-252-0 9106 `����� sdacverett.com 'n VIA/ f Y StrUCtUnal Design ;.1ssociatcs Enginewt-Wg-Structures to Las-1 S7.).4 8163 The slab reinforcement is anticipated to conflict with the installation of the new column. To circumvent this conflict the bars shall be cut to match the rectangular profile of the new baseplate. The cut may vary from the new baseplate profile by Y�"on all sides. The baseplate on the new column shall not exceed the dimensions of the original baseplate. - The new column shall be fastened to the top face of the existing continuous footing with(4) 3/"dia. F 15 54 Gr. 36 threaded rods. Each rod shall be epoxied into the existing footing with Simpson Strong-Tie SET-3G at a 12"embedment depth. Epoxy substitution is not allowed unless SDA provides writen approval for this specific application, - Geotest shall provide an inspector who is certified to oversee, observe, and inspection the epoxy installation. - The new column shall be set plumb and packed with non-shrink grout(1"maximum height, f c=8,000 PSI). - Non-shrink grout(f c=8,000 PSI) shall be fully packed between the column and slab. - The contractor shall report all site conflicts to Port Gardner Architects who will relay the information to SDA. 2) The framing that surrounds the existing wind column shall be modified to match the field conditions. The new frame and spandrel shall be fabricated in a WABO certified shop.New girts are required and shall be supplied by Butler. Existing steel shall not be spliced or field modified unless expressly directed in writing from Butler. Butler shall inspect/certify the new framing prior to delivery at the job site;provide calculations for the effected framing that demonstrate adequate strength, serviceability, and conformance to the 2015 International Building Code; and report any changes to the frame reactions that might occur to SDA thru Port Gardner Architects. As the EOR, SDA reserves the right to review and approve/reject the new frame design. This letter shall be issued to Port Gardner Architects, Geotest. Coast Construction,and the Building Official. Any discrepancies between the site conditions and the description above shall be reported to the engineer. Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely, r Jasper Baarbe,E.I.T. Chris Covington, P.E, 3006 Rucker :Wc... f:M,rett,A A 9820 t Ph: 425-339-11293 I-ax:425-252-0910 sdaeverett.com (,uLJlo (2�LUr�,y 2111 2 OF F 4t I • �JXJJ 10 C-CV-U A W" OFFsEr Iz N b b"CL W1 w. TrLr- uP P�Wll, cwN, , SuTtFit s r��t G ga, buruk SlPAMOIW, Aiw9 fat:Tk*k rare S No L.oAv-*A- F xr. ova Poor G, ADLX A 2G WZrtcr--S 14AS lkQ,lr sr" SDA Rf UrA•J HoUr t` 'N E. NCR* FrT& X5 ALSO XgSr^tuW �� �'�x..oQ.L•c� L.Ol�9"�B� 17 -v I7737—01 �sM, Oa& 223 om 140R ar LJ/ouT- = f 16. !8 K OPL=F r = b k OowN = 0.017►K NOTE 7N0-T AlOLM-i COLLA .! W-wLL MZS.S HA rAPX.-J I � a97K pasr :rfi3SCAcc�Z O `y6 AkkV mrt $OLM w TZ L rA.rt DU#- Tb C1U£AKuc,t: j6K)c,Mv2 4,OLf3 /4Rt LOLPntQ fir. srp�E OK PLZATN Cam; 4 MA0,10M1. Rrr.t,.�fotc uT, S+E�E s s S rRoNG - TTt APu4,r4. CA C4. • Anchor Designer TIM Company: Date: 3/14/2019 Engineer: Page 1/6 MSoftware Project: Version 2.7.6990.9 Address: w Phone: E-mail. 1.Proiect information Customer company: Project description:DI BASEPLATE Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2 Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):24.00 State:Cracked Anchor Information: Compressive strength,r.(psi):3000 Anchor type:Bonded anchor Wo,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,h,r(inch):6.500 Reinforcement provided at corners:No Code report:ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hm;,,(inch):8.25 Inspection:Continuous c..(inch):10.01 Temperature range,Short/Long:110175"F Cmin(inch):1.75 Ignore Edo requirement:Not applicable Smin(inch):3.00 Build-up grout pad:Yes Base Plate Length x Width x Thickness(inch):9.00 x 13.00 x 0.30 Yield stress:36000 psi Profile type/size:W12X30 Recommended Anchor Anchor Name:SET-3G-SET-3G w/3/4?'0 F1554 Gr.36 Code Report:ICC-ES ESR-4057 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Stiony-Tie Company Inc, 5956 W.Las Positas Boulevard Pleasanton,CA M88 Phone:925.560.9000 Fax:925.847.3871 www.slronglie.00m • Anchor Designer""' Company: I Date; 13114r2019 Engineer: Flags: 216 I Software Project: Version 2.7.6990,9 Address: • Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:No Ductility section for tension:17.2.3.4.3(c)is satisfied Ductility section for shear:17.2.3.5.3(c)is satisfied Do factor.not set Apply entire shear load at front row:Yes Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Num[lb]:970 Vu.[lb]:0 Vusy fib]:16180 M.[ft-lb]:0 Muy[ft-lb]:0 Mu.[ft-lb]:0 <Figure 1> Z 970 Ib Ib .r 16180 lb Y 0 tt-lb HI Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Sti ong-Tie Company Inc 5956 W.Las Posbas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.sirongtio.com • Anchor Designer"" Company: Date: 3/14=19 Engineer: Page: 3/6 Software Project: Version 2.7.6990.9 Address: 0 Phone: E-mail: <Figure 2> 0 0 LA 4.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Stiong-Tie Coin pany Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com ' Anchor DesignerTM Company: Date: 3/14/2019 Engineer: Page: 416 Software Project: Version 2.7.6990.9 Address: a Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nun(lb) Vuax(lb) Vuay(lb) '((Vuax)a+(Vuay)Z(Ib) 1 242.5 0.0 4045.0 4045.0 2 242.5 0.0 4045.0 4045.0 3 242.5 0.0 4045.0 4045.0 4 242.5 0.0 4045.0 4045.0 Sum 970.0 0.0 16180.0 16180.0 Maximum concrete compression strain(%o):0.00 <Figure > Maximum concrete compression stress(psi):0 Resultant tension force(lb):970 Resultant compression force(lb):0 01 02 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'NY(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear farces in y-axis,e'vy(inch):0.00 Q4X 03 4.SteRL-5trenath of Anchor in Ten5iQn(Sec.17.4.11 N.(lb) 0 ON-(lb) 19370 0.75 14528 5 Concrete Breakout Strength of Anchor In Tension l5ec 17 4 21 Nb=W.4Fehefl a(Eq.17.4.2.2a) kc As F.(psi) her(in) Nb(lb) 17.0 1.00 3000 6.500 15430 0.75ONebe=0.75¢(Am/Amo)7'aaNYlod,NTON y'.A,NNb(Sec.17.3.1&Eq.17.4.2.1 b) Am-(in 2) ANoo(In2) ca,min(ill) Y'.o,N %VY Tg1v 51oAN Nb(lb) 0 0.750Ncb,(lb) 459.38 380.25 4.00 1.000 0.823 1.00 1000 15430 0.65 7480 8 Adhesive Strength of Anchor In Tension(Sec.17.4.61 tk.r=YkcAsha t-f.K.,*(/c12,500)"aw. Zk-(psi) fshcrtaerm Ks r aNaels Pc(psi) n 2ka(psi) 1310 100 1_00 1.00 3000 0.24 1369 Nb.=A a remdahef(Eq.17.4,5.2) An Ter(psi) d.(in) h.f(in) Nb.(lb) 1.00 1369 0.75 6.500 20960 0.75ONag=0.750(ANe/AN.o)y4GN.Y'e4N.TCANeNbe(Sec.17.3.1 &Eq.17.4.5.1 b) AN.(inz) Aw(inz) CN.(in) c.,mn(in) V'ea,N. W64Na TcAft Nba(lb) 0 0,75ON.o(lb) 492.38 422.18 10.27 4.00 1.000 0.817 1.000 20960 0.65 9734 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Stiong-Tie Company Inc 5956 W.Las Posltas Boulevard Pleasanton,CA 94588 Phone:925.660.9000 Fax:925.847.3871 www.stronglie.com • Anchor Designer""" Company: Date. 3/14/2019 Engineer: Page 5/6 Software Project: Version 2.7,6990.9 Address: w Phone E-mail; 8 Steel Strength of Anchor in Shear(Sec 17 5 11 V.(lb) 091- 0 ay.wis Ogmaav,.ebOV=(lb) 11625 0.8 0.65 0.75 4534 9.Concrete Breakout Strength of Anchor in Shur(Sec.17.5.2) Shear perpendlcu/ar to edge In y-dlrectfon: Vby=min 17(/./d.)b'Z11da.1.4&c.115;GA.4Pec.fl'51(Eq.17.5.2.2a&Eq.17.5.2.2b) /.(in) d.(in) A. Pa(psi) Cal(in) Vby(lb) 6.00 0.750 1.00 3000 4.00 3944 OVdw=0(Ava/Avaa)Y'acvY'ed,vY'a.vTh,vVby(Sec.17.3.1&Eq.17.5.2.1b) Av.(InZ) Avaa(inZ) Y'eay Y'ad,v F'o,v 71,V Vby(lb) 0 QV_,x,(lb) 10200 7200 1.000 LOCO 1.000 1.000 3944 0,70 3911 10 Concrete Pryout Strgdath of Anchor in Shear(Sec.17.5.3) OV*g=0minikapNa,;kapNwl=0 min Ikop(AN./Amw)TeomSved,NaTopN.Nba;k.p(Arw/Ar&.)Y—,N%d,NV1.,N5F�ANNbj(Sec.17.3.1 &Eq.17.5.3.1b) kap ANa(inZ) ANao(inZ) Y'ed,No Y'W,Na SNAN. M.(lb) N.(lb) 2.0 492.38 422.18 0.817 1.000 1.000 20960 19%7 &N (W) AN.(inZ) Wm,N V'egN %,,N Y'aµN Nb(lb) Na(Ib) d 459.38 380.25 1.000 0.823 1.000 1.000 15430 15343 0.70 OVwg(lb) 21481 11.Results Interaction of Tensile and Shear Forces(Sec 17 6 1 Tension Factored Load,Nun(lb) Design Strength,oNn(lb) Ratio Status Steel 243 14528 0-02 Pass Concrete breakout 970 7480 0.13 Pass(Governs) Adhesive 970 9734 0.10 Pass Shear Factored Load,V.(Ib) Design Strength,oW(Ib) Ratio Status Steel 4045 4534 089 Pass T Concrete breakout y+ 16180 3911 4.14 Fail(Governs) Pryout 16180 21481 0.75 Pass Interaction check N.IoN V,c,/Ow' Combined Ratio Permissible Status Sec. 17.6..2 0.00 4.14 413 7% 1 0 Fail FAIL!Selected anchor type and embedment do not meet the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Posltas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Anchor DesignerTM Company: Date: 3/14/2019 Engineer: Page 6/6 r Software Project: Version 2.7.6990.9 Address: Phone: E-mail: Base Plate Thickness Required base plate thickness:0.111 inch 12.Waminas -This temperature range is currently outside the scope of ACI 318-14/-11 and ACI 355.4.Designer must exercise judgement to determine if this design is suitable. -Per designer input,ductility requirements for tenslon have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine If this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Sti ong-Tie Company I nc 5956 W.Las Posdas Boulevard Pleasanton,CA 94588 Phone:925,560.9000 Fax:925.847.3871 www.stronglie.com • Anchor DesignerT"" Company: G DA Date: 3/1412019 Engineer: X-M11 Page: 1/6 f Software Project: g 16 3 Version 2.7.6990.9 Address: w Phone: E-mail: 1.Proiect information Customer company: Project description:D12 BASEPLATE Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 316-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):24,00 State:Cracked Anchor Information: Compressive strength,f.(psi):3000 Anchor type:Bonded anchor 4p..v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):12.000 Reinforcement provided at corners:No Code report:ICC-ES ESR-4057 Ignore concrete breakout intension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hw.(inch):13.75 Inspection:Continuous ce.(inch):25.02 Temperature range,Short/Long: 110/75°F Cmrn(inch):1.75 Ignore Edo requirement:Not applicable Sm[n(inch):3.00 Build-up grout pad:Yes Base Plate Length x Width x Thickness(inch):9.00 x 13.00 x 0.11 Yield stress:36000 psi Profile typetsize:W12X30 Recommended Anchor Anchor Name:SET-3G-SET-3G w/3/4"0 F1554 Gr.36 Code Report:ICC-ES ESR-4057 C t � Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Stiong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stranglie.com • Anchor DesignerTm Company: 50A Date: :3/14/2019 Engineer: ==6 Page: 2/6 Software Project: Istfa.3 Version 2.7.6990.9 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:No Ductility section for tension:17.2.3.4.3(c)is satisfied Ductility section for shear:17.2.3.5.3(c)is satisfied flo factor:not set Apply entire shear load at front row:Yes Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:970 Vuax[lb]:0 Vuay fib]:16180 Max[ft-lb]:0 Muy[ft-lb]:0 Mu:[ft-lb]:0 <Figure 1> L470 lb "#:• ; 16180lb 0 lb 0 ft-lb 0 It-lb N Input date and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked For plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtio.com Company: SD Date: 3/14/2019 • Anchor DesignerT"' Engineer: SL6 Page: I 3/6 Software Project: Version 2.7.6990.9 Address: w Phone: E-mail. <Figure 2> 14.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility, Simpson Shorig-Tie CoinpanV Inc, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • ' Anchor DesignerT"' Company: OA Date: 3/14/2019 Engineer: S Page: 416 y, �. Software Project: $1 Version 2.7,6990.9------J-=z-�- Address; e� Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) V.(lb) VUey(lb) 4(Vuax)2+(Vnay)2(Ib) 1 242.5 0.0 4045.0 4045.0 2 242.5 0.0 4045.0 4045.0 3 242.5 0.0 4045.0 4045.0 4 242.5 0.0 4045.0 4045.0 Sum 970.0 0.0 16180.0 16180.0 Maximum concrete compression strain(96):0.00 <Figure > Maximum concrete compression stress(psi):0 Resultant tension force(lb):970 Resultant compression force(lb):0 01 02 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0,00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 04X 03 4 Steel Strength of Anchor In Tension(§jec.17.4.11 Nag(lb) 0 ON.(lb) 19370 0.75 14528 S Concrete Breakout Strength of Anchor in Tension(Sec.17,4,2) Nb=k.A.4F.hef1-5(Eq.17.4.2.2a) k. Aa f�(psi) ha,(in) Nb(lb) 17.0 1.00 3000 12.000 38706 0.75ONebo=0.75�(Ahw7AN.)WWN'Fd,NY'o,N9'CANNb(Sec.17.3.1 &Eq.17.4.2.1b) Arvo(in2) Amw(in2) ogmh(In) Y'ea,N Y'egN Y'cN Wcp,N Nb(lb) 0.75gWN,,,(Ib) 1517.00 1296.00 14.00 1.000 0.933 1.00 1.000 38706 0.65 20615 S.Adhesive Strength of Anchor In Tension(Sec.17.4.51 skc = rk,d3hwt-wmKja0.12,500)eamsea skor(psi) f.lw-f m Kai aN.sera fe(psi) n zi' (psl) 1310 1.00 1.00 1.00 3000 0.24 1369 Nb.=Aar-xdaher(Eq.17.4.5.2) A.a -(psi) da(in) her(in) Nhe(lb) 1.00 1369 0.75 12.000 38696 0.75ONao=0.750(Aw/ANeo)Y'egN.Y1.4Na Y'oRNaNb.(Sec.17.3.1&Eq.17.4.5.1 b) ANa(in2) ANao(in2) cNa(in) cgmfn(in) Y'WNa Y'e4Na W.ANa Nba(Ib) 0 0.750N,,(Ib) 652,65 422.18 1027 14.00 1.000 1.000 1.000 38696 C.65 29162 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Stiong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanion,CA 94588 Phone:925.560.9000 Fax:925.847,3871 www.strongtie.00m • Anchor Designer TM Company: ssvA Date: 3/14/2019 Engineer: S`t6 Page: 5/6 _ Software Project: Version 2.7.6990.9 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) V.(lb) ti 0 av,aer. 0owav,.wsOV.(lb) 11625 0.8 0.65 0.75 4534 9 Concrete Breakout Strength of Anchor in Shear(Sec.17.5.21 Shear pe►pendlcular to edge in y-direcdon: Vby=min17(l./d.)02,Id8.1.dP.c.r'S;9,1.JPeC.11 51(Eq.17.5.2.2a 8 Eq.17.5,2.2b) le(in) d.(in) An P�(psi) Ca,(in) Vby(Ib) 6.00 0.750 1.00 3000 14.00 25822 OV�bgy=0(Avg/Av—)T-.v'Yed,v%1gvWh,vVby(Sec. 17.3.1 8 Eq.17.5.2.1b) Av.(in2) Av.(in2) Y'.sv ved,v T'.'V Y�hV Vby(Ib) 0 OV iw(Ib) 987.00 882,00 10D0 1.000 1,000 1.000 25822 0.70 20227 10,Concrete Prvout Strength of Anchor in Shear(Sec.17.5.31 ¢V�pg=¢minik.PNao;k�pNdul=0m1njkqp(AN./AN.9)YJwAfa7Fad,N.To7;N.Nb.;kp(AN./AN.)T.,,NY1ed,N%,,NfagNNbl(Sec.17.3.1 8 Eq.17.5.3.1b) k.p AN.(in2) ,AN.°(in2) YFed,Ns T-,,N. TCAAb Ne.(lb) N.(lb) 2.0 652.65 422.18 1.000 1.000 1.000 38696 59820 Aem(in2) AN.(in2) Y'.o,N 5FOO,N Yo,N TCAIV Nb(lb) Nab(lb) 0 1517.00 1296.00 1.000 0.933 1.000 1.000 38706 42286 0.70 4V.„(lb) 59201 11_Results Interaction of Tensile and Shear Forces(Sec.17 U Tension Factored Load,N.(lb) Design Strength,oN.(lb) Ratio Status Steel 243 14528 0.02 Pass Concrete breakout 970 20616 0.05 Pass(Governs) Adhesive 970 29162 0.03 Pass Shear Factored Load,Vu.(Ib) Design Strength,0Vo(lb) Ratio Status Steel 4045 4534 0.89 Pass(Governs) T Concrete breakout y+ 16180 20227 0.80 Pass Pryout 16180 59201 0.27 Pass Interaction check N—/OAI V./qv' Combined Ratio Permissible Status Sec. 17.6..2 0.00 0.89 89.2% 1.0 Pass SET-3G w/314"0 F1554 Gr.36 with hef=12.000 Inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Coinpany inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor Designer TM Company: 5 .A Date: 3/14/2019 Engineer: Sri, Page: 6/6 Software Project: 5�3 Version 2.7,6990.9 Address: Phone: E-mail: Base Plate Thickness Required base plate thickness:0.111 inch 12,Warnings -This temperature range is currently outside the scope of ACI 318-14/-11 and ACI 355A Designer must exercise judgement to determine if this design is suitable. -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Sliong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stronglie.com i _ �:. 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