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HomeMy WebLinkAboutBLD2015-00202 - 07 ENGINEERING STRUCTURAL CALCULATIONS FOR: Diane Johnson Building • 15211:Tabob Rd. Quilcene, WA 98376 OutBack Steel Buildings Job # UPTW50752467 (24'WIDE X 40' LONG BUILDING WITH 10' EAVE HEIGHT AND 4.85:12 ROOF PITCH) REVIEWED FOR INDEX TO CALCULATIONS CODE COMPLIANCE Sheet# Contents M1, M2 Design Parameters, Loadings _ Main Building Purlin Girt,and Endwall � C1 -C3 Column Analysis and Design kflit o JEFFERSON COUNTY DCiD Frame Brace End Connections and 1/ BUILDING PLAIW REVIEW Screw capacities =. lk. `�'•; APPROVED AS SUiti411ITTED Opening Framing Design E¢ Lateral Force X-Bracing Analysis and p0 .:.9� 27573 �Q: Lu ❑ APPROVED AS NOTED Design F` •.GrSTEP..• O. F1 -FS Foundation and Concrete Anchor S`VONA -�� Design ❑ REJECTED dole: /S/r5 1 -6 Clearspan Frame Analysis&Design Expires: 10-31-2015 Dated (5.- Reviewer 1 P1 Roof and Wall Panel Information NOT!O!: Piens are approved e.:c..,r' .. arty crrom or oraissicrici. All work >, .' Pass inspection In conformance with all applicable codes and re>g:tl °'::r,». Distributor: Olympic Steel LLC VE l)lip11-71 neemmememiemet e r� IN (1' 2015 Structural Engineering by r� ° J u '•. f l ` ASK4 Engineering, Ince1EFFERSOfJ000NTV�, LI. 18765 SE Jacoby Road _)EPT.OFCOMMUMTYDEVELOPMENT 0 lE Sandy. OR 97055 H (503) 668-6550 0 tax: (888) 269-5424 Contact the Building Department outback©ask4engineering.com at 379.4450 prior to making change or revisions to the approved plans _J ASK4 Engineering,Inc. JOB INFORMATION: • JOB NAME: Diane Johnson MAIN BUILDING FRAME WIDTH(ft.): 24.00 JOB ADDRESS: 1521 Dabob Rd. OVERALL ENCLOSED BUILDING WIDTH(ft.): 24.00 Quilcene,WA 98376 BUILDING LENGTH(ft.): 40.00 JOB NUMBER: UPTW50752467 BUILDING FRAME EAVE HEIGHT(ft.): 10.00 BUILDING FRAME ROOF SLOPE(?/12): 4.85 Corner Wall Zones(ft): 6.00 Sidewall Interior Zone(ft): 28.00 MATERIAL SPECIFICATIONS: CONCRETE: 2500 psi (28-day Strength) CONCRETE REINFORCING: ASTM A615,Grade 60(Fy=60,000 psi) STRUCTURAL BOLTS: ASTM A307 METAL ROOF PANELS: ASTM A653,Grade 80(Fy=80,000 psi min.) METAL WALL PANELS: ASTM A653,Grade 80(Fy=80,000 psi min.) COLD-FORMED STRUCTURAL STEEL: ASTM A570,Grade 55(Fy=55,000 psi min.) PROJECT PARAMETERS: SITE CLASS: D RISK CATEGORY: II GOVERNING CODES: --2012 International Building Code (Load Combinations per 2012 IBC Section 1605.3) AISI S100-2007(North American Specification for the Design of Cold-Formed Steel Structural Members) VERTICAL LOADS: DEAD LOADS: METAL ROOF PANEL: . 1.0 psf PURLINS: 1.0 psf MISC.: 0.0 psf STEEL FRAMES: 1.0 psf TOTAL ROOF DEAD LOAD: 3.0 psf WALL DEAD LOAD: 3.0 psf ROOF LIVE LOADS: ROOF LIVE LOAD REDUCTION FACTORS(R1 x R2): 0.84 DESIGN LIVE LOAD FOR CLEARSPAN FRAMES: 16.9 psf DESIGN LIVE LOAD FOR PURLINS AND OTHER ELEMENTS: 19.2 psf ROOF SNOW LOADS: GROUND SNOW LOAD: 32.0 psf SNOW LOAD IMPORTANCE FACTOR, Is: 1.00 Ce,Exposure Factor: 1.00 Ct, Thermal Factor: 1.00 Cs,Slope Factor: 1.00 MIN.ROOF SNOW LOAD: 25.0 psf DESIGN SLOPED ROOF SNOW LOAD: 25.0 psf • 5/5/2015 UPTW50752467 Johnson.xlsm Design Parameters-- Page M1 1 • ASK4 Engineering,Inc. LATERAL LOADS: SEISMIC LOADS: (Based on ASCE 7-10,Chapter 12, using Site Class"D" and Risk Category"IP) 'Short'Period 1-sec.Period PERP.TO PERP.TO PERP.TO PERP.TO SIDEWALL ENDWALL (TRANSVERSE) (LONGITUDINAL) SIDEWALL ENDWALL Ss: 1.289 1.289 S1: 0.526 0.526 Fa: 1.000 1.000 Fv: 1.500 1.500 SMs_(F+xSO= 1.289 1.289 SM,= 0.790 0.790 Sps.(2/3)x Sus= 0.859 0.859 So,= 0.526 0.526 R= 3.0 3.0 3.0 3.0 REDUNDANCY FACTOR,rho= 1.00 1.30 1.00 1.30 SEISMIC IMPORTANCE FACTOR,le= 1.00 1.00 1.00 1.00 Cs= 0.286 . 0.286 0.175 0.175 Eh=Cs a W x rho= 0.286W 0.3718W 0.175W 0.2275W Eh(ASD)=Eh .7= 0.2W 0.26W 0.122W 0.159W W=TOTAL SEISMIC DESIGN DEAD LOAD(lbs.)= 5545 5545 5545 5545 LATERAL SYSTEM SEISMIC SHEAR EFFECT,Eh(lbs.)= 1109 1442 677 882 SEISMIC DESIGN CATEGORY(FOR BOTH PERIODS PER SEC.1613.5.6.1): D D .8 x Ts= 0.49 (ASCE 11.4.5) Ta(sec.)= 0.24 0.15 (ASCE 12.8.2.1) WIND LOADS: ULTIMATE WIND SPEED(mph)= 110 VELOCITY EXPOSURE COEFFICIENT,Kz= 0.850 EXPOSURE= C WIND TOPOGRAPHICAL FACTOR,Kt= 1.00 BUILDING ENCLOSURE TYPE: ENCLOSED MEAN ROOF HEIGHT(ft.): 12.43 ULTIMATE WIND PRESSURE(psf): 26.33 LATERAL FORCE RESISTING SYSTEM(LFRS)DESIGN WIND PRESSURES(Perp.to Sidewall): ULTIMATE WIND Crsm PRESSURE(psf): LFRS-Crsm for Windward Wall Ballooning: 0.420 11.06 (pressure) LFRS-Crsm for Leeward Wall Ballooning: -0.500 -13.16 (suction) LFRS-Crsm for Windward Roof Upward Ballooning: -0.504 -13.27 (suction) LFRS-Crsm for Leeward Roof Upward Ballooning: -0.600 -15.80 (suction) LFRS-Crsm for Windward Roof Downward Ballooning: 0.020 0.52 (pressure) LFRS-Crsm for Leeward Roof Downward Ballooning: -0.600 -15.80 (suction) LFRS-Crsm for Windward Wall Deflation: 0.730 19.22 (pressure) LFRS-Crsm for Leeward Wall Deflation: -0.200 -5.27 (suction) LFRS-Crsm for Windward Roof Upward Deflation: -0.204 -5.37 (suction) LFRS-Crsm for Leeward Roof Upward Deflation: -0.300 -7.90 (suction) LFRS-Crsm for Windward Roof Downward Deflation: 0.320 8.41 (pressure) LFRS-Crsm for Leeward Roof Downward Deflation: -0.300 -7.90 (suction) ALLOWABLE STRESS LATERAL SYSTEM WIND FORCE PERP.TO SIDEWALLS,W(lbs.)= 3650 LATERAL FORCE RESISTING SYSTEM(LFRS)DESIGN WIND PRESSURES(Perp.to Endwall): Int.Zone Wall Pressure Horiz.Crsm: 0.930 Int.Zone Endwall Ultimate Wind Pressure(psf): 24.49 ALLOWABLE STRESS LATERAL SYSTEM WIND FORCE PERP.TO ENDWALLS,W(lbs.)= 2191 CLADDING AND COMPONENT ALLOWABLE STRESS DESIGN WIND PRESSURES: E:- Crsm(FIELD) Pressures(psf) Es, Element INWARD OUTWARD INWARD OUTWARD Roof Purlins: 0.447 -0.848 7.07 13.40 Sidewall Girls: 0.905 -0.993 14.29 15.69 Endwall Girls: 0.886 -0.972 14.00 15.36 Endwall Columns: 0.819 -0.897 12.93 14.17 515/2015 UPTW50752467 Johnson.xlsm Design Parameters-- Page M2 • o. ) . Li 63 / o 03 co / / CO ©^'- \ , - , , , ; £ / k \ 6 2 \ 6 \ CO / ƒ\ k Zi k{\ k7 - § } )7 \ \ { - // LLI � ( } !\ T ) } \ ƒ [;0on - � \ zz § $ / i LL ) u) §§ 0 + § CC / § § / \ (E > : Q z <» zz ; zz } ( (\ riDI: ow ' \ � k { ( / CE0 . 0x § 00. § \ §■ ^ ` £ ƒ § \ Fi k F1 w Lo ° ce \ k i . 0 m 0) It a r fa z N W ❑ F C U' m J J a 3 0 z w SAV011tl alra ,a9 O M � p 2 � p NLon yoe N M N O ON ti 11 E Tv V K C O ci N C C I/ O IV .0 ED W = N N O - n Y M n LO /LI Q a I" c O z c 0 N J W ¢ ❑ ~ CI O! z (3 W a z 6 J — x SAVE lltl COC' AE"'"" 00 W M [mp I? ca M 8 rv'. N Cr' X N rnm <a to .,_ v ,`� co M V Y NN N O nvi MM VIn � M °iM � Gn DJ O "o � N SAtlB lltl Qin r, rovov E ,� �N, NO oC9-I N 11 II 11 11 �. C C N N N N Z N N C C I IA N ^ Vi N W Z = n - n • Or = ' .K x Z Z w y a 7 a a a Z 7.a a bah O a ❑ ❑ ❑ o w ...... w U ~U' c v v O 0 ❑ a 0 a a < < Q r U O O La N - w ❑ ❑ ' w D w U 0 c T 3 H P N 3 ¢ a 'z xs 2 02 .2 -1- U U W ?� ¢ Q . <) . Oz .43 o U U O O 0 LI)0 J W u 10 It w w N O O <n co -1 W V c C LU W In (IL J J Z ❑ Z O J C C LLLLUJ Y> CIl J J Z ❑ Z ❑ Z J C C C LL LL W F W W w w W W Z w U M M W W K K O O w Z w Z Z O 2 2 W w (7 a 0 w t- W W W W w U + ❑ O CO 55 � o � � a a ❑ ❑ 07 oo U ¢ ¢ CCI o w a < w m m M W M w m d w < tt wv� z ,.< Z z r I- I- zZ I- ZZ CO CO a Z I- - - 0 - 00 O w o 0 O O O w o 0 ❑ ❑ ZZZ0Z flpp Z N HP19 Z N LL LL N W w �h N Z Z O ? Z =O o u' N (6 ,-.7) 0 V1 0 u) W J ° w °w N I ° 0 t ASK4 Engineering,Inc. ENDWALL COLUMN DESIGN LOCATION: ENDWALL'A'(LEFT ENDWALL) COLUMN#: 1-2 END BAY(Y/N?): Y DISTANCE FROM BLDG.CORNER: 12.00 BAY WIDTH TO SIDE 1(ft.): 12.00 BAY WIDTH TO SIDE 2(ft.): 12.00 MAX.ENDWALL COLUMN HT.(ft.): 14.31 MAX.TRIB.WIDTH(ft): 11.25 MAX.DISTRIBUTED LOAD(plf): 159 MAX DESIGN MOMENT,with DI=1.67(ft.-lbs.): 6814 V horiz. (lbs.): 1140 #OF#14 TOP END CONN.SCREWS: 5 COMPOSITE DESIGN(Y/N)? N ENDWALL COLUMN MEMBER--> C8X14 DESIGN SECTION--> C8X14 FLYBRACING ELEV.(ft.): 9.90 INSIDE FLANGE UNBRACED LENGTH(FT.): 9.90 (Mn values from NASPEC Section C3.1)--> +Mn allow= 10077 -Mn allow= 8910 OK DEFLECTION: 0.39 DEFLECTION(L/?): U437 OK LOCATION: ENDWALL'Et'(RIGHT ENDWALL) COLUMN#: 1-2 END BAY(Y/N?): Y DISTANCE FROM BLDG.CORNER: 12.00 BAY WIDTH TO SIDE 1(ft.): 12.00 BAY WIDTH TO SIDE 2(ft.): 12.00 MAX.ENDWALL COLUMN HT.(ft.): 14.31 MAX.TRIB.WIDTH(ft.): 11.25 MAX.DISTRIBUTED LOAD(off): 159 MAX DESIGN MOMENT,with Of=1.67(ft.-lbs.)'. 6814 V horiz. (lbs.): 1140 #OF#14 TOP END CONN.SCREWS: 5 COMPOSITE DESIGN(YIN)? N • ENDWALL COLUMN MEMBER--> C8X14 DESIGN SECTION--> C8X14 FLYBRACING ELEV.(ft.): 9.90 INSIDE FLANGE UNBRACED LENGTH(FT.): 9.90 (Mn values from NASPEC Section C3.1)--> +Mn allow= 10077 -Mn allow= 8910 OK DEFLECTION: 0.39 DEFLECTION(L/?): L1437 OK 5/5/2015 UPTW50752467 Johnson.xlsm Endwall Columns--Page C3 ASK4 Engineering, Inc. FRAME BRACE END SCREW CONNECTION DESIGN Clearspan Frame Columns: Single 10 in. 12 ga.Cee Clearspan Frame Rafters: Single 10 in. 12 ga.Cee Clearspan Frame Knee Braces: Single 4 in. 14 ga. Cee Clearspan Frame Apex Braces: Single 4 in. 14 ga. Cee Knee Brace Vert.Intersection Dimension per Detail A/2(ft.): 7'-3' Knee Brace Horiz.Intersection Dimension per Detail A/2(ft.): 2'-1" Apex Brace Horiz.Intersection Dimension per Detail B/2(ft.): 3'-4" Knee Brace Length(ft.,at Intersection of Centerlines): 4.37 Apex Brace Length(ft.,at Intersection of Centerlines): 8.00 Screw Size: #14 Ultimate Single Shear Screw Strength(lbs.): 2450 0= 2.5 R3d(group n Screws effect factor) V single screw(lbs.) P(design allowable,lbs.) Knee Brace 19 0.64 525 9968 Apex Brace 8 0.70 572 4576 MAX.KNEE BRACE FORCE(lbs.): 9709 (INSTALL(19)#14 SCREWS AT EACH END OF EACH KNEE BRACE) MAX.APEX BRACE FORCE(lbs.): 4199 (INSTALL(8)#14 SCREWS AT EACH END OF EACH APEX BRACE) FRAME BRACE END ALTERNATE BOLT CONNECTION DESIGN Z Fu=Tensile strength of connected part(psi) p Fy=Yield strength of connected part(psi) 1-7 db=Nominal bolt diameter(in.) gt =Nominal gauge of thinnest connected part(in.) z t1 =Thickness of thinnest connected part(in.) Pn=Nominal bearing strength per bolt(lbs.) ALLOWABLE SHEAR BASED ON CONNECTED MATERIALS: Fu= 65000 Fy= 58000 db= 0.625 91 = 14 t1 = 0.0747 Pn= 9104 Allowable shear based on connected material bearing(lbs.): 4138 Allowable shear based on A307 bolt in shear (lbs.): 3100 Allowable Shear on Each Bolt(lbs.): 3100 MAX.KNEE BRACE FORCE(lbs.): 9709 (USE MIN.(4)5/8"DIAM.A307 BOLTS AT EACH END OF EACH KNEE BRACE) MAX.APEX BRACE FORCE(lbs.): 4199 (USE MIN.(2)5/8"DIAM.A307 BOLTS AT EACH END OF EACH APEX BRACE) 5/5/2015 UPTW50752467 Johnson.xlsm Brace End Conn's. --Page C4 • ASK4 Engineering, Inc. SCREW CONNECTION DESIGN ds = Nominal screw diameter(in.) 0 Omega = 3.0 Pns = Nominal shear stength per screw(lbs.) Pnt= Nominal tension strength per screw(lbs.) cn Pnot= Nominal pull-out strength per screw(lbs.) p Pnov= Nominal pull-over strength per screw(lbs.) g1 =nominal gauge of member in contact with the screw head (in.) t1 =Thickness of member in contact with the screw head (in.) g2 = nominal gauge of member NOT in contact with the screw head(in.) t2=Thickness of member NOT in contact with the screw head(in.) Ful =Tensile strength of member in contact with the screw head (lbs.) Fu2=Tensile strength of member NOT in contact with the screw head (lbs.) ROOF PANEL(Classic Rib 26G) WALL PANEL(Classic Rib 26G) g1 = 26 g1 = 26 g2= 16 g2 = 16 t1 = 0.0179 11 = 0.0179 t2 = 0.057 t2 = 0.057 Ful = 80000 Ful = 80000 Fu2= 67000 Fu2= 67000 Screw#= 12 Screw#= 10 ds(in.)= 0.216 ds(in.)= 0.19 ALLOWABLE SHEAR BASED ON CONNECTED MATERIALS: t2/t1 = 3.18 t2/t1 = 3.18 Pns(eq. E4.3.1-4)= 835 Pns(eq. E4.3.1-4)= 735 Allowable Shear per Screw(0 Omega = 3.0): 278 Allowable Shear per Screw= 245 ALLOWABLE SHEAR BASED ON SCREW: Allowable Shear per Screw= 625 Allowable Shear per Screw = 517 Design Shear per Screw = 278 Design Shear per Screw= 245 ALLOWABLE TENSION BASED ON CONNECTED MATERIALS: Pullout Strength, Pnot(eq. E4.4.1.1)= 701 617 Pullover Strength, Pnov(eq. E4.4.2.1)= 537 537 Allowable Tension per Screw(lbs.)= 179 179 • Nominal Screw Tension Strength (lbs)= 860 669 5/5/2015 UPTW50752467 Johnson.xlsm Screw Capacities --Page C5 ( U o Y Y Y Y 0000 C croon E (10 9NIOVH£1 m m m u rn ('541 r4i e e O •'>;)2138113W 1211`)2130tl3H csi m m co ):10J 1N3WOW 319VM011tl (319000 210 310NIS) 2139 W3W 12110 2130tl3H m N y y 0 0 CO• 10 7:139W311 12110 2130V3H < e N N N N (s(Ihh N)1N3WOW 12110 2130V3H ('N)Hl`JN3112119 d30V3H n�,2•, Y Y Y Y ("591=N)N39W3W 9Wtlr,°�' 210d 1N3WOW 319VMOl1V n n no E N0 D0 D 2139013w 9Wtlr 00 U 00 U U U om e w M m n 1'541-u11N3wow 9wtlr; - a 3 y ('1(0).111013H SAW'NOIS30 N N N 0,�,�rn o o CU}114013H ONIN3d0'D o 0 om $ra :26 0 0 ('71)H101M`JNIN3d0�m a m 13 9NIN3d0 01 AVS rp m e AO 3003 WO21d"1510"XVW eO 'O 16 16 o m n i 25 ('11(H101M Atl9�.i,r.,1Mro i ri ri 32JfS53Id ONIM N`JI530 z (7 (7) #AV9- """ - W z a a a a NOI1V00111YM 4 'y g g IJ_ C D D D lL W N Vl✓1 (3 z. Z _N d #0NIN3d0- " P" N ASK4 Engineering.Inc. LATERAL FORCE SYSTEM ANALYSIS (WIND CAPABLE MEANS THAT STEEL FRAMES ARE DESIGNED TO CARRY HORIZ. WIND CAPABLE'FRAMES USED(YIN): Y WIND AND SEISMIC LOADS THAT ARE TRIBUTARY TO THEM) CLEARSPAN FRAME SPACING: 13.33 ft. 26.50 <--TOTAL LENGTH OF ROOF X-BRACING BAYS WHEN TRANSFERRING LOAD FROM ONE SIDEWALL TO THE OTHER(ft.) WALL X-BRACING ANALYSIS: ENDWALL"A"X-BRACING TOTAL SHEAR FORCE,LBS.: 992 BAY# 2 X-BRACING WIDTH(ft.): 11.25 HEIGHT(ft.): 13.41 SHEAR FORCE(lbs.): 992 BASE UPLIFT TENSION(lbs.): 1183 X-BRACING TENSION(lbs.): 1544 STRAP SIZE: 1.5"X 16 ga. ENDWALL"B"X-BRACING TOTAL SHEAR FORCE,LBS.: 572 BAY# 2 X-BRACING WIDTH(ft.): 11.25 HEIGHT(ft.): 13.41 SHEAR FORCE(lbs.): 572 BASE UPLIFT TENSION(lbs.): 682 X-BRACING TENSION(lbs.): 891 STRAP SIZE: 1.5"X 16 ga. SIDEWALL'A'X-BRACING TOTAL SHEAR (DRAG LOAD AT THIS WALL TO FORCE,LBS.: 0 OPPOSITE SIDEWALL) SIDEWALL'B'X-BRACING TOTAL SHEAR • Ili, FORCE,LBS.: 2191 BAY#: 1 2 X-BRACING WIDTH(fl.): 13.17 13.33 HEIGHT(ft.): 9.50 9.50 SHEAR FORCE(lbs.): 1088 1102 BASE UPLIFT TENSION(lbs.): 785 785 X-BRACING TENSION(lbs.): 1342 1353 STRAP SIZE: 1.5"X 16 ga. • 5/5/2015 UPTW50752467 Johnson.xlsm Lateral Force X-Bracing--Page B1 I ASK4 Engineering, Inc. FOUNDATION DESIGN CONCRETE STRENGTH(ft): 2500 psi REINF. YIELD STRENGTH: 60000 psi ALLOW.SOIL PRESSURE: 1500 psf NOTE: FOOTING SHALL EXTEND BELOW LOCAL FROST DEPTH. CONSULT LOCAL BUILDING DEPARTMENT FOR REQUIREMENTS. SIDEWALL CONTINUOUS FOOTING CONCRETE SLAB THICKNESS 4 in.(MIN.) DEPTH OF FTG. BELOW GRADE 12 in.(MIN.) DESIGN SOIL PRESSURE 1350 psf FOOTING WIDTH 12 IN.(MIN.) FOOTING DEPTH 12 IN.(MIN.) DOWNWARD LOAD AT C.S. FRAME 5220 lbs. FOOTING AREA REQUIRED 3.9 ft.^2 NET UPLIFT LOAD AT C.S. FRAME 1425 lbs. NET UPLIFT FROM SIDEWALL X-BRACE 635 lbs. DESIGN d top 10.0 in. DESIGN d bottom 8.5 in. LENGTH FTG.REQ'D.(DL+SN) 3.9 ft. OK LENGTH FTG.REQ'D(UPLIFT) 5.2 ft. OK TOP BOTTOM (ACTUAL MOMENT AT ANCHOR BOLT LOCATION=936 FT.-LBS., Mu DESIGN MOMENT(ft-lbs.): 1311 4290 f(t)top=39 psi AND f(r)=375 psi,THEREFORE DESIGN a= 0.07 0.27 ANCHOR BOLTS IN UNCRACKED CONCRETE (SEE CALC PG. F3) AREA OF REINF. REQUIRED: 0.04 0.15 (FROM A.C.I. FLEXURE TABLES) AREA OF REINF.PROVIDED: 0.20 0.20 OK USE > 12"WIDE BY 12"DEEP FOOTING W/(1)-#4 TOP AND(1)-#4 BTM. (NO SHEAR REINF.REQ'D) MAX.THRUST OUT @ C.S. FRAME: 1761 lbs. As(GRADE 40)HAIRPIN= 0.00 in.^2 (NO HAIRPINS REQUIRED AT FRAME BASES) — IF FIBER MESH USED IN SLAB INSTEAD OF WIRE MESH,USE#4 TIE ACROSS SLAB AT C.S.FRAME LINES 5/5/2015 UPTW50752467 Johnson.xlsm Sidewall Slab Edge Fdn.-- Page Fl ASK4 Engineering, Inc. FOUNDATION DESIGN CONCRETE STRENGTH(f c): 2500 psi REINF.YIELD STRENGTH: 60000 psi ALLOW.SOIL PRESSURE 1500 psf NOTE: FOOTING SHALL EXTEND BELOW LOCAL FROST DEPTH. CONSULT LOCAL BUILDING DEPARTMENT FOR REQUIREMENTS. ENDWALL CONTINUOUS FOOTING CONCRETE SLAB THICKNESS 4 in.(MIN.) DEPTH OF FTG.BELOW GRADE 12 in.(MIN.) DESIGN SOIL PRESSURE 1350 psf FOOTING WIDTH 12 IN.(MIN.) FOOTING DEPTH 12 IN.(MIN.) DOWNWARD LOAD AT ENDWALL COLUMN 2464 lbs. FOOTING AREA REQUIRED 1.8 ft.^2 NET UPLIFT LOAD FROM ENDWALL COLUMN 1090 lbs. NET UPLIFT FROM ENDWALL X-BRACE 1033 lbs. DESIGN d top 10.0 in. DESIGN d bottom 8.5 in. LENGTH FTG.REQ'D.(DL+SN) 1.8 ft. OK LENGTH FTG.REQ'D(UPLIFT) 4.0 ft. OK TOP BOTTOM (ACTUAL MOMENT AT ANCHOR BOLT LOCATION=548 FT.-LBS., Mu DESIGN MOMENT(ft.-lbs.): 767 955 f(t)top=22 psi AND f(r)=375 psi,THEREFORE DESIGN a= 0.04 0.06 ANCHOR BOLTS IN UNCRACKED CONCRETE (SEE CALC PG.F4) AREA OF STEEL REQ. 0.02 0.03 (FROM A.C.I.FLEXURE TABLES) AREA OF STL.PROVIDED 0.20 0.20 OK USE > 12"WIDE BY 12"DEEP FOOTING W/(1)44 TOP AND(1)-#4 BTM. (NO SHEAR REINF.REQ'D) THRUST @ ENDWALL COLUMN BASE: 1140 lbs. As(GRADE 40)HAIRPIN= 0.00 in.^2 -- NO HAIRPINS REQUIRED AT ENDWALL COLUMNS -- IF FIBER MESH USED IN SLAB INSTEAD OF WIRE MESH,NO TIE BAR IS REQUIRED AT ENDWALL COLUMNS I • 5/5/2015 UPTW50752467 Johnson.xlsm Endwall Slab Edge Fdn. --Page F2 c , !. .. . .‘ • ri0 aO O e000 00000000NC mmN OO O N 2',..0.%g8. ,-- C N00 r 000 NON}.O Kl 1 000CoeOome da0oQ ON 0d 00 g 0• ee m NMV, 0 "o.-o.= aa.e.m o r �f°H�000 0 a W •r"-c- '7.,, ''Q R Roo O O u?N a°o O 0 0m0 pONrO pO = OGOOpOOO NNddoOQN N,V 000r Oa ee m NNa O O Yybm C N .0N O, 0 .j W • j 1 '4 r r 22o 0 a 0G 000 0000ON-0' MM M,° O 00,'-NS O e N 0 i-r E O N>a g 0 0 0 Z 0 S O Q O O 0 0 0 0 0 8 0 0 Q G N n N N p O'z Q M N el"' W 0i 2 T, O O ma'O N N p w m N r/2 r N p W • 000000m000 pppppp • O2�p 2222 ON70 In ORpR2 r 000OOVOOOQ 000A00 NN100p0j0 0 0 • 0 ^� O V a NOYc4 O O,-,-,- N N Q 0 M " 0 m m r,- m O W Ni 1.1 0 0 O O 0 0 0. o O O O p O O O o o m M m O O '44149°200 N 00N 00Ny0 NOeryZ OOOeO'0OOO '1Nr0000 b 1, .7,-°69 ° • N O Q W NO Q, O... 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O 0 O 0 ASK4 Engineering,Inc. • CONCRETE ANCHOR DESIGN PER ACI 318-11, APPENDIX "D" ANCHOR LOCATION: ENDWALL COLUMNS DESIGN LOADS: D.L SHEAR FORCE(LBS.),POSITIVE SHEAR ANCHOR MANUFACTURER AND LOADS ARE TOWARD EDGE OF SLAB: 1 TYPE: POWERS'WEDGE-BOLT+' D.L.TENSION FORCE(LBS.): , -260 (DESIGN BASED ON ICC REPORT ESR-2526) F.L.L.SHEAR FORCE(LBS.): 0 STEEL ANCHOR TENSILE F.L.I.TENSION FORCE(LBS.): 0 STRENGTH: 100000 PSI SI(RLL)SHEAR FORCE(LBS.): 0 SL(RLL)TENSION FORCE(LBS.): -1660 WIND SHEAR FORCE(LBS.): 1140 NORMAL WT.CONCRETE WIND TENSION FORCE(LBS.): 1162 STRENGTH: 2500 PSI SEISMIC SHEAR FORCE(LBS.): 48 ANCHOR TENSION REINFORCING SEISMIC TENSION FORCE(LBS.): 0 PROVIDED? N ANCHOR SHEAR REINFORCING PROVIDED? N A.C.I.SECTION 9.2 LOAD COMBINATIONS: (EQ.9-2) (EQ.9-3) (EQ.9-4) (EQ.9-5) (EQ.9-6) (EQ.9-7) ULT.SHEAR FORCE(LBS.),Vu: 1 914 1826 50 1826 49 ULT.TENSION FORCE(LBS.),Tu: 0 0 717 0 1625 0 ANCHOR TYPE(diem.x length): .5X4.0 ANCHOR DIAM.(IN.): 0.500 0.500 0.500 0.500 0.500 0.500 ANCHOR LENGTH(IN.): 4.00 4.00 4.00 4.00 4.00 4.00 NUMBER OF ANCHORS: 2 2 2 2 2 2 SPECIAL INSPECTION REQUIRED? Y Y Y Y Y Y X'ANCHOR SPACING: 4.00 4.00 4.00 4.00 4.00 4.00 EFFECTIVE EMBEDMENT: 2.50 2.50 2.50 2.50 2.50 2.50 LOAD EDGE DISTANCE,c1: 6.00 6.00 6.00 6.00 6.00 6.00 PERP.EDGE DISTANCE,c2: 48.00 48.00 48.00 48.00 48.00 46.00 DEPTH OF CONCRETE EDGE(IN.): 12.0 12.0 12.00 12.00 12.00 12.00 CRACKED CONCRETE CONDITION(Y/N)? N N N N N N e eccentricity (IN.)= 0.00 0.00 0.00 0.00 0.00 0.00 psi(ec,N] ((Eqn.D-9))= 1.00 1.00 1.00 1.00 1.00 1.00 psi[ed,N] ((Eqn.D-10,D-11))= 1.00 1.00 1.00 1.00 1.00 1.00 psi(c,N) ((Sec.0.5.2.6/17-." 1.40 1.40 1.40 1.40 1.40 1.40 psi[cp,N] (Eqn.D-12,D-13)= 1.00 1.00 1.00 1.00 1.00 1.00 psi[c,P](Sec.D.5.3.6)= 1.40 1.40 1.40 1.40 1.40 1.40 V eccentricity (IN.)= 0.00 0.00 0.00 0.00 0.00 0.00 psi[ec,V](Eqn.0-26)= 1.00 1.00 1.00 1.00 1.00 1.00 psi[ed,V](Eqn.D-27,D-28)= 0.73 0.73 0.73 0.73 0.73 0.73 psi KV](Sec.D.6.2.7)= 1.40 1.40 1.40 1.40 1.40 1.40 ANo(IN."2)= 56.3 56.3 56.3 56.3 56.3 56.3 AN(IN."2)= 56.3 56.3 56.3 56.3 56.3 56.3 Nb(LBS.)= 4743 4743 4743 4743 4743 4743 Ncbg(LBS.)= 6641 6641 6641 6641 6641 6641 Ns (LBS.)= 33600 33600 33600 33600 33600 33600 Npn(LBS.)= 0 0 0 0 0 0 SEISMIC TENSION DUCTILITY FACTOR: 1.00 1.00 1.00 0.40 1.00 0.40 ONn(LBS.)= 6641 6641 6641 2656 6641 2656 Avc(IN."2)= 198.0 198.0 198.0 198.0 198.0 198.0 Avco(IN."2)= 162.0 162.0 162.0 162.0 162.0 162.0 Vb (LBS.)= 5368 5368 5368 5368 5368 5368 Vcbg (LBS.)= 6659 6659 6659 6659 6659 6659 Vs (LBS.)= 15960 15960 15960 15960 15960 15960 SEISMIC SHEAR DUCTILITY FACTOR: 1.00 1.00 1.00 0.40 1.00 0.40 'Vn (LBS.)= 6659 6659 6659 2664 6659 2664 MAX.UNITY VALUE(EONS.0.7.1. 0.7.2.D.7.3): 0.00 0.14 0.27 0.02 0.52 0.02 MAX.UNITY: 0.52 USE -->1(2)-1/2"DIAM.X 4"LONG POWERS'WEDGE-BOLT+'ANCHORS IN 4.5 IN.DEEP HOLES (ENDWALL ANCHOR DESIGN GOVERNS AT THIS LOCATION) 5/5/2015 UPTW50752467 Johnson.xlsm Page F4 ASK4 Engineering, Inc. CLEARSPAN FRAME ANALYSIS: Analysis/Design Software: RISA-2D version 12.0 by RISA Technologies Overall Nominal Frame Width(ft.): 24.00 Nominal Frame Eave Height(ft.): 10.00 Roof Pitch(?:12): 4.85 Frame Tributary Width (ft.): 13.33 Roof Snow(or Live) Load (psf): 25.0 Wind Speed and Exposure: 110 C A PX ABA -- ABB (AB) KB2T C 1T / `2T OH 1 /��� OH 2 .4 KB-18 ' KB2B L N .J U C'i B C2B • - JOINT LABEL (SEE 'RISA' ANALYSIS, NEXT PC.) (X) - MEMBER LABEL (SEE 'EISA' ANALYSIS, NEXT PG.) FRAME NODE AND MEMBER DIAGRAM 5/5/2015 UPTW50752467 Johnson.xlsm Frame Diagram-OH -- Page 1 • 1 Company : ASK4 Engineering May 5, 2015 `Designer : sml 10:12 AM Job Number : sml ClearSpan(C.S.)Frames Checked By: Joint Coordinates and Temperatures • Label XIflj —__-- —Y(ft) - - Tem n__-_____ 1 C16 .75 -- -- 0 ia 2 C1T __- .75 9.31442 0 3 OH1 -1 8.607128 0 4 APX -- 12 13.861295 0 8.607128 -- ----- 25 0 6 C2T 23.25 - 9.31442 0 7 C2B 23.25 0 0 _--- 8 KB1B .75 7 0 9 KB1T 3.4784 10.417148 0 10 KB2B 23.25 7 0 11 KB2T -__ 20.5216 10.417148 0 12 ABA 8 12.244628 0 13 . ABB — - 16 12.244628 -_,- 0 Member Primary Data Label____ = I Joint J Joint Rotate(deg) Section/Shape Type Design Lis . Material Design Rules 1 Cl C1B 1 C1T 7 SEC1 Beam CSt CF STL Topica 2 LR1 OH1 APX SEC1 Beam CS CF STL Typica 3 LR2OH2APX SEC1 BeamCSCF STL _ Tvpica 4 C2 C2B C2T SEC1 Beam CS CF STL Tvpica 5 KB1 KB1B KB1 T Beam CS CF STL Topica 6 KB2 KB2B KB2T SEC2 -- Beam CS CF STL Typica 7 AB ABA 1_ ABB SEC2 .__J_ Beam CS---_- CF STL 'i. -_Typica Member Advanced Data Label I Release _ J Release -._I Offset[in1_ J Offsetfinl._ TIC OnlyTQM _- Inactive i 1 Cl PIN _ - Physical sal _._.._ T ' 2 LR1 PIN PIN { I I Yes 3 LR2 , PIN PIN _ __ Yes I 4 C2 PIN I Yes 5 KB1 PIN PIN l 6 K62 PIN PIN 7 1 . -AB ..---..PIN. PIN i Cold Formed Steel Properties Label_ ElpsiJ GJpsiJ Nu_ . Therm_(11E5 F) DensityIbKt^3J Yield[pg_ Fulpsi _ _ 1 CF_STL 2.9e+7 1.115e+7 .3 I - .65 j _ 490 55000 I 79800. Cold Formed Steel Section Sets 2 SEC2 , 10 n 2.4in 14G CEE L Beam Design List CF Material STL joe�n Rules A988 I (94273 [..j(3 1.3029.,. Label ape _ Type- 1 j SEC1 10in x 4in 12G CEE Beam , CS- � Typical 1.988 4.043 _,_ 31.029 j I Typical 1 .696 I .63 I 1.834 { Cold Formed Steel Design Parameters Cl 1 SEC1 9.314 1 J J [� + 8.. 1 -In sway Label Shape Len th... Lb-out ft Lb-in ft Lcom top:,LcQ.m_p bot K-out . .K-in Cm Cb R QiiLS.. Yes 8 1 Yes 11 3 LR2 J SEC1 14.022 ! .8 _ 1 _ Yes 14 C2 Il SEC1 1 9.314 I 1 _ .8 1 1 T 1 I I Yes RISA-2D Version 12.0.0 [1...1...1...1UPTW50752467 Johnson\RisaFile-Framelteration-9-4.R2dJ Page 2 Company : ASK4 Engineering May 5,2015 I ' • Designer : sml 10:12 AM Job Number : sml ClearSpan(C.S.)Frames Checked Sy: Cold Formed Steel Design Parameters (Continued) ' Label _- Shape Length...Lb-out[ft] Lb-in(ft] Lcomp top.._LcQmp bot._ K=out. �m CbIn sway 5 K61 SEC2 4.373. - - ---- . - - I ` J K-in R Out 6 KB2 I SEC2 4.373 1 - - I7 ABL_SEC2 1 8 I I - Member Distributed Loads (BLC 1 : Roof Dead) Member Label - Direction __- Start Magnitude[Ib/ft F]I 40 End Magnitudejlb/ft,F], Start Location[ft,%]_ -End Location[ft,%]- 1 LR1 Y - -40 .. f 0 r 0 J 2 LR2 1 Y 1- -40 ! -40 0 1 0 Member Distributed Loads (BLC 2 : Roof Snow) Member Label Direction Start MagnitudeOb/ft F]End Magnitudejlb/ft,F] Start Location[ft% ,%J End Location[ft LR1 1 2 LR2 I Y -309.046 -309.046 0 1 Member Distributed Loads (BLC 3 : Roof Live) Member Label Direction .-_rt Magnitudejlb/fty]F End Magnitude[Ib/f[E] Start Location[h°,/°] !-- End Loc on[ft,%]_ � 1 LR1 Y ' 0 0 0 I 1 2 LR2 Y 1- _.0 0 1 0 0- Member Distributed Loads (BLC 7 : Wind To Right - Upward Balooninq) Member Label Direction Start Magnitudejlb/ft FJ End Magnitude[lb/ft,F] Start LocationLft%°] End Location[ft,°)._ . -1. Cl X 147.252 147.252 0 9.314 2 C2 X 175.3 175.3 0 9.314 3 LR1 Y 163.785 163.785 _--_ _ -_-0_- 0 • 4 LR1 X -66.196 -66.196 0 0 ti 5 LR2 - - Y 195.033 I 195.033 I 0 0 I 6 LR2 X 78.826 78.826 0 1 0 J Member Distributed Loads (BLC 8 : Wind To Right- Upward Deflation) Member Label . Direction Start_ryte nitude[Ib/ft F]End Magnitudejlb/f1 FJ Start Location[ft°l°] End Location[ft,%o] 1 Cl _-- -... X 255.938 ! 255.938 1 0 9.314 2 - C2 X 1 70.12 70.12 0 1 9.314 3 LR1 -- - Y 66.269 66.269 0 4 LR1 X -26.784 -26.784 0 1 0 5 LR2 Y 97.517 97.517 0 0 6 1 LR2 I X 39.413 1 39.413 1 0 I- 0 Member Distributed Loads (BLC 9 : Wind To Right- Downward Balooni) Member Label Direction Start Magnitud_e[Ib/ft,F]End Magnitudejlb/ft,F] Start Locationjft%] End Location[ft%J 1 j Cl X - 114775.252 147.252. 0_.. __ 9 314 2 C2 X .11-___ .3 175.3 0 9.314 3 ILR1 Y -6.36 -6.36 0 0 4 LR1 X 2.571 2.571 T- 0 0 1 F6 LR2 I X 78.8265 78.826 _195.033 tJ -00 11- 0 j 6 I Member Distributed Loads (BLC 10 : Wind To Right - Downward Deflati) Member Label Direction Start Magnitudeji¢[ft,E]End Magnitudejlb/fL F] ,Start Locatiooj %J End Locatioojft,%J Cl X _ 255.938 ! 255.938 -- - 9.314 ; 2 C2 X 70.12 1 70.12 0 9.314 3 -1. _ LR1 -. _ Y _._ . _ -103._877. ! 103.877. 0 0 _ 4 1 LR1 X 41.984 41.984 0 0 I 5 - LR2 Y ' 97.517 97.517 1 0 0 RISA-2D Version 12.0.0 [1...\...\...1UPTW50752467 Johnson\RisaFile-Framelteralion-9-4.R2d] Page 3 • 4 r Company : ASK4 Engineering May 5,2015 . Designer : sml 10:12 AM ' Job Number : sml ClearSpan(C.S.)Frames Checked By: Member Distributed Loads (BLC 10 : Wind To Right- Downward Deflati) (Continued) Member Label Direction Start Maanitudeflb/ft,Fl End Maanitudeflb/ft.F] Start Locationfft,%1 End Location[ft,%1__ 6 -J LR2 i X 39.413 39.413 0 0 Member Distributed Loads (BLC 11 : Wind To Left- Upward Balooninp) Member Label Direction Start Maanitudeflb/lt,F1 End Magnitude1lb/ftF1_Start Locationfft,%j End Location_g_L ] 1 1C1 X -175.3 -175.3 0 9.314 2 C2 X -147.252 -147.252 0 9.314 3 LR1 , Y 195.033 195.033 0 0 4 LR1 X -78.826 -78.826 _ 0 0 5 LR2 Y 163.785 163.785 0 0 6 LR2 X 66.196 66.196 0 0 Member Distributed Loads (BLC 12 : Wind To Left- Upward Deflation) Member Label Direction - Start Magnitude[Ib/ft F],End Magnitude[Ib/ft,FJ _ Start LocationntN End Location[ft.%] 1 Cl X I -70.12 I -70.12 0 9.314 2 C2' X -255.938 -255.938 I 0 9.314 3 LR1 Y 97.517 97.517 0 0 __- 4 LR1 X -39.413 -39.413 0 0 5 LR2 Y 66.269 66.269 ' 0 0 6 LR2 X 26.784 26.L84 0 0 Memlier Distributed Loads (BLC 13 : Wind To Left- Downward Baloonin) Member Label Direction Start Ma_gnitud[ib/ft FJ_End Magnitude[Iblft,Fj Start Localio�ft jEndL - _ ft,(ol[ %J 1 Cl X -175.3 -175.3 0 1 . . 9.314 2 C2 X -147.252 I -147.252 0 9.314 3 LR1 Y 195.033 195.033 0 0 4 LR1 X -78.826 -78.826 0 0 5 LR2 Y - - -6.36 _-6.36 0 0 1 6 1 LR2 X -2.571 i -2.571 0 0 Member Distributed Loads (BLC 14 : Wind To Left- Downward Deflatio) Member Label Direction Start Ma nitudeflb/ft FJ End Ma nitudeflb/ft- Start Locationjft,%1 _ End Locationjft,%oJ g 9 1 Cl I X -70.12 -70.12 -J --_0 9.314,._. 2 f C2 X 1 -255.938 -255.938 I 0 9.314 3 LR1 Y i 97.517 97.517 0 0 4 LR1 X --- -39.413 -39.413 0 0 5 LR2 Y -103.877 -103.877 0 0 6 LR2 1 X -41.984 -41.984 0 0 Member Distributed Loads (BLC 15 : Earthquake) Member Label - _. Direction Start Megnitude[Ib/fl FJ End Magnitudejlb/ft,F] Start Location[ft,%] End Locationtft%oJ 1 Cl X T 13.333 13.333 r 0-- 2 LR1 I X 13. 333 13.333 0 0 4 3 2 I X 13.333. { 13.333 I .. _ 0 0 C2 - 0 I 0 Load Combinations I Factor BLC Factor BLC.. Factori15LClFactor BLC_FactoriBLC Factor, Description Solve P ...SR... BL agtor,_ actor L 1 i DL ONLY Yes' DLI 1 I t 4 IBC 16-10(a)JYes I D1 IRLL 1 I I I � ... . . . I 2 I FLL ONLY Yes 3 IBC _IYes1 4 1 f _ DLDL LL_ O 1 6 IIBC 16-11 (a)0DL 1 I LL -----YesI - DL 1 SL � I 6 � Yes1 � � .75 RLL .75 --�- I IBC 16-11 (b)IYes j--- __- , DL 1 - LL_.75 SL i .75 _ I I_ RISA-2D Version 12.0.0 [1...\...\...1UPTW50752467 Johnson\RisaFile-Framelteration-9-4.R2d] Page 4 • • a r " Company : ASK4 Engineering May 5,2015 , Designer : sml 10:12 AM • Job Number : sml ClearSpan(C.S.)Frames Checked By: Load Combinations (Continued) Description Solve PD...SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 8 IBC 16-12(a..Yes DL 1 OL1 .6 - I g IBC 16-12(a.. Yes DL 1 OL2 .6 10 IBC 16-12(a..Yes DL 1 0L3 .6 i_11 IBC 16-12(a..Yes DL 1 OL4'-.6 12 IBC 16-12(a..Yes DL 1 OL5 .6 13 IBC 16-12(a..Yes . DL 1OL6 .6 14 IBC 16-12(a..Yes DL 1 0L7 .6 15 IBC-16-12(a.. Yes DL 1 _ OL8 .6 16 IBC 16-12(b..Yes DL 1 EL 1 17 IBC 16-12(b..Yes ; DL 1 EL -1 ------- ---------- 18 IBC 16-13(a..Yes DL 1 LL .75 OL1 .45 RLL .75 I'' ' 19 IBC 16-13(a..FYes DL 1 LL .75 OL2 .45 RLL .75 20 IBC 16-13(a..Yes DL 1 LL .75 0L3 .45 RLL .75 21 'IBC 16-13(a..Yes DL 1 LL .75 OL4 .45 RLL _75 22 IBC 16-13(a..Yes DL 1 LL .75 OL5 .45 RLL .75 23 IBC 16-13(a.. Yes DL 1 LL .75 OL6 .45 RLL .75 _ 4 IBC 16-13(a.. Yes DL 1 LL .75 OL7 .45 RLL .75 - - 25 IBC 16-13(a.. Yes DL 1 LL .75LOL8 .45 'RLL .75 QiIBC 16-13(b..Yes DL 1 LL .75 OL1 .45 ! SL .75 27 IBC 16-13(b.. Yes DL 1 LL .75 I0L2 .45 SL .75 IBC 16-13(b.. -- --- --_ --- 28 Yes AL 1 LL .75 10L3 .45 SL .75 29_ IBC 16-13(b..YesDL 1 LL .75 OL4 .45 SL .75 30 IBC 16-13(b.. Yes DL 1 LL 1 .75 0L5 .45 SL .75 - 31 IBC 16-13(b.dYes' DL 1 LL .75 OL6 .45 SL .75 IBC 16-13(b. 32 Yes DL 1 LL .75 OL7 .45 SL .75 33 IBC 16-13(b..Yes - __IDL-__-1 LL .75 OL8 .45 SL .75 34 IBC 16-14(a..Yes DL 1 LL 1 .75 EL .525 SL .75 35 IBC 16-14(a.. Yes' _-�.-- __DL 1 LL __75 EL -.525 .SL .75 36 IBC 16-15(a.. Yes DL .6 ;OL1 .6 11 37 IBC 16-15(a.. Yes DL .6 IOL2 .6 6 1 6 38 IBC 16-15(ayes I .6 39 (alYes .6 0LS L IBC 16-15 a.Yes DL , 6 0L4 40 IBC 16-155(a..iYes DL ! .6 6 42 IBC 16-15 to TD� .6 Yes L6'' .6- OL7 - -- - • OL7 .6 i 1 43 IBC 16-15(a.. Yes DL .6 OL8 .6 i I 44 IBC 16-16(a..Yes DL .6 EL 1 45 IBC 16-16(a.jYeg DL ,-_6 !_EL --1J Envelope Joint Reactions Joint . X BPI LC Y110.]_ LC Moment tlb-ft] LC 1 ) C1 B I max : 1761.315 1 32 4894.199 ---a---5 0..-- 1 2 min -1455.171 { 39 -1523.073 i 36 1 0 ! 1 J 3 C26 max 1455.171_ 43 ' ._ 4894.199. 1 L 4 -_ i min -1761.315 1 28 T -1523.073 40 0 1 1 __5 Totals: max i 2507.014 4 43 9788.398 5 __ .-.-._ 6 1 - min -2507.014 1 11 -2345.693 1 40 1 Envelope Member Section Forces l xi�ltlb]- t Sheertlb] Lc , Momen�Ib-ftj _ _ LC 1 T 1 Cl of 1 c � max I 4894.199 5 _1455.171_ .. 39 '' 0 1 min 1-1523.073 36 1761.315 32 I 0 11 1 j 3 2 max 3863.567 _ 39 4699.64 - 33 0 ' 1_ --_ 4min min -3847.508 4 14 1 -3068.93 38 1 0 1 1 1 5 ---LR1- _j _ 1 max , 0---- ' 1 -1 -_0 - 1 I 0- L1. .. RISA-2D Version 12.0.0 [1...\-..\...\UPTW50752467 Johnson\RisaFile-Framelteration-9-4.R2d] Page 5 • III 1 • • Company : ASK4 Engineering May 5,2015 Designer : sml 10:12 AM Job Number : sml ClearSpan(C.S.)Frames Checked By: Envelope Member Section Forces (Continued) Member Sec Axialflbl LC Shear[Ibl__._ LC Moment Ib-ftl___ LC 6 min I 1 0 1 0 1 I H_ __- 2 ,ax 4994.056 5 1153.209 42 0 1 -1261171111 .86 6 -2258.766 29 0 1 9 LR2 1 max 0 1 0 1 0 _._._ 1 _. 10 min 0 1 0 1 0 1 11 2 max 4994.056 5 2258.766 33 0 1 12 1267,867 401153 38 0 1 13 C2 4894.199 5 1761.315 28 0 1 4 min IIIRMAIIII .0 -1455.171 43 0 1 15 2 max 3863.567 43 3068.93 42 0 1 16 min -3847.508 10 -4699.64 29 0 1 17 KB1 1 max i 9708.979 ' 33 0 1 0 1 18 min -5667.251 38 0 1 0 1 19 -._ 2 max 9708.979 33 0 1 0 1 ' 20 . min -5667.251 38 0 1 0 1 21 KB2 1 max 9708.979 29 0 1 0 1 _I 2 min - 6.7.251 42 0 1 0 1 max 9708.979 29 - - 0 1 0 1 1 El 1111142. 5..7. 51 42 0 1 0 1 25_,I, AB 11111M111 482.668 41 - 0 1 -- 0-- 1 26 -41•.' 12• 5 - -- 0 1 0 1 27 2..-_ - 482.668_..._. _..41- 0 1 1 0 - -1 28 -4 9•. 2• 5 i 0 1 0 1 Envelope A/SI S100-10: ASD Cold Formed Steel Code Checks 1 .991 . 6.962 LC hear.. j9.314 LC Pn/Om[Ibj , Tn/Om(Ib_ Mn/Omjlb-fl] CbCm Egn Member Shape CodeC... Loc[ft1_,LC Shear._I ocf� 1 C1 T10in x 4in 12G CEE1 331 24388.238 ,65489.06 13077.46 1.... 1 C5.2.1-1 2 LR1 Oin x 41n 12G CEE .900 9.773 29 .237 4.816 33 14640.483 65489.06 10962.675.1.... 1 C5.2.1-1 3 LR2 10in x 4in 12G CEE f .900 9.773 33_i .237 4.816 29 14640.483 65489.06 10962.675 1 1 ,C5.2.1-1 4 C2 10in x 4in 12G CEE I .991 6.962 29 .437 9.314 29 24388.238 65489.06 13077.46 1.... 1 C5.2.1-1 5 _-_KB1 4in x 2.5in 14G CEE .803 0 33 .000_! 0 ___ 1 12085.91 22910 991 , 2251.617 1 .6 C5.2.1-1 6 KB2 4in x 2.5in 14G CEE .803 0 29 .000 0 1 12085.91 22910.9911 2251.617 1 .6 05.2.1-1 7 i AB 4in x 2.5in 14G CEE _183 _ 0_-_5 .000 0_ 1.1- 4965.221 22910 991 2517.119 i 1 .6 1 C5.1.1-1 } RISA-2D Version 12.0.0 [\...\...\...\UPTW50752467 Johnson\RisaFile-Framelteration-9-4.R2d] Page 6 • y rr • • CLASSIC RIB® C4o.NDEN6iED TECHNICAL REFERENCE 3/4" _ C ,/B' 5/8u Anti-Siphon Groove- �1. ��.__ - 9., //6"- I I- 1 3/4" -- 36"Coverage---- - ALLOWABLE UNIFORM LIVE LOADS wit SECTION PROPERTIES F n van.rus Lttifoncr spar u1q s Width Yield vwlpnt Top In Compression Bottom In Compensation Inward Outward �♦ in ksi psf Ixx Sax lex Sxx Load Lad in7fl in'/ft inYft in'!fl 1.5' 2' 2.5' 3' 3.6' 4' 1.5' 2' 2.5' 3' 3.6' 4' 26 36 80 0.62 0.0100 0.0151 0.0053 0.0118 142 81 52 36 27 21 179 103 66 46 34 26 26 38 80 0.79 0.0127 0.0192 0.0070 0.0153 165 105 66 47 35 27 227 131 64 59 44 33 - 24 36 50 1.03 0.0163 0.0249 00103 0.0208 208 119 77 53 39 90 245 141 91 64 47 36 I Theoretical section properties have been calculated per AISI 2007'14orth American Specification for the Design of Cold-Formed Steel Structural Members lxx and Sxx are elective section properties for deflection and bending 2. Allowable load is calculated in accordance with AISI 2007 specifications considering bending,shear,combined bending and shear and deflection Allowable load considers the 3 or more equal spans condition. Allowable load does not address web crippling,fasteners,support material or load testing Panel weight is not considered 3 Deflection consideration is limited by a maximum deflection ratio of I/ISO of span e 4 Allowable loads do not include a 1/3 stress increase for wind. m 5 Diaphragm Capacity-296 plf average Ultimate Shear Strength using the above fastening pattern on 2x supports located 2'on center,per ASPM F 445 K N_ el V TESTING AND APPROVALS ► UL 2218 Impact Resistance-Class 4 ► UL 790 Fire Resistance Rating-Class A,per building code ► UL 263 Fire Resistance Rating-per assembly ► UL 580 Uplift Resistance-Class 90 Constructions:#560,584 ► ASTM E 455, Diaphragm Capacity ► Texas Wind Storm - Evaluation RC-161 ► 2010 FBC Approvals-FL9482.2,FL9482.3, 10999.3, FL 10999.4, FL14645.7,FL14645.8,FL14645.9 and FL15478.2 ► Miami-Dade County, Florida NOA 11-0617.02 1? metal sales ► ICC Evaluation Report-ESR-2385 ..,nn�lwclurinp corporation 5/5/2015 Classic.xls Page P1