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X2017-2165 - Calcs
/ 3S x2o(7 2( 3 2oy3 L,esr c Lr TF � Structural Calculations CJTY OF NEWPORT BEACH CO' J , 7��Lt�Pt.rr NT DEPARTr,,r ; ! r APPROVAL OF THESE PLANS &UTHORI?_AT!ON TO CONSTRDOEs; j t ' c °!•QTIIUTE b C;' aT:CONSI.'v iEtJT Eal 0-A a'i%t�rK•L1RT BEACH WITH THE OriL+IAJ�1P� `1:;!'�ilG IN VrUI rf ` lr,9r`L +r"1'+ or ALL A cr THIS APPRO\'A;_ UA NTEEI+_" �' f �'; raft t E ^F TS liJ Cr ' GUARANTEE S C+I- 17 Cr; - E'-, ,IN GILL• R SPE .,P': "L vI T H R;atd NJ THAT 'i H: `;t: C:' 'iNA L, 3 r I_ICI CITY NJ T eL nth t7T0:,� 'hR;'A;.t• _ � ItY OF AVIHi'; ,;r NER:aI _ r , :AN THE BUILDING CH I- cc-Cr! >1F.UCrION, IF fH07 D SY r�;';, LANS C f 5pucL ;1,',A ', TO. BEFORE, DUF:ES, L`Z F THE G!T i ofH.} WITH THE ORDINANCES PLAN s N aD Westcliff Medical Building �Attaehed Av�i i ig--- }"�,vIcPJI c:{ SLI U �R!<.4 Newport Beach, Caitfori ------ PLANNING`�' WHIP "---- BUILDING: Basis of Design SIGNATURE (SIGNATURE) APPROVAL—TO-ISSUE PPROVAL TO ISSUE DATE___ Canopy Layout and Tributary Column Areas 2 Calculaton of Design Wind Loads - Main Force Resisting Systems 3 Calculation of Design Wind Loads 4-7 Awning Member Calculations 8-12 Seismic Calculations and Analysis 13-14 TEK Screw Capacity ESR 3223 15-20 July 05, 2017 YG AMMTEC CONSUUT CONSULTING ENGINEERING SERVICES 2447 W 12th Street, Suite 1 Tempe, AZ 85281 Phone: (480) 927-9696 Fax: (480) 927-9797 GENERAL NOTES & BASIS OF DESIGN 1. BUILDING CODE 2016 CBC ASCE 07-10 2. GRAVITY DESIGN: Sail / Roof EXPOSURE C OCCUPANCY CLASS 3 SECOND WIND GUST A 110 (mph) AMMTilli , CONSULTANTS Sail Cloth Ventilation Reduction: N/A Occupancy Category = II I= 1.0 Min: 0.25 (kPa) 5.0 (psf) Live Load: 5.0 (psf) Dead Load: 2.57 (psf) Snow Load: 0.0 (psf) SR: 0.239 (kPa) Dead Load: 0.51 (kPa) SS = 0.000 (kPa) 3. SOILS: Soil bearing pressure 1,000 psf Soil lateral bearing pressure 100 psf Minimum footing depth CONCRETE 12 (inches) Unless local conditions are greater 1. CODES AND STANDARDS. Comply with the following Codes: A. ACM "Aluminum Construction Manual". B. ACM "Detailing Manual" 2. MATERIALS shall conform to the following: D. Air entrainment: ASTM C260 A. Cement; ASTM C150, Type V, Portland Cement. E. Fly ash: ASTM C618 B. Hard rock aggregates: ASTM C33 F. Calcium chloride SHALL NOT be used. Lightweight aggregates: ASTM C330 C. Water shall be potable. 3. MIX DESIGNS: A. The maximum slump shall be 4" w/o plasticizer added. B. Use pea gravel and/or plasticizer in congested areas. C. Limit fly ash to 20% of the total cement. D. Concrete mixes shall conform to the following: Type of Concrete Member 28 Day Strength (psi)* W/C Ratio Dry Weight (pcf) Max Aggregate Size (inches) Entrained Air (%) Min Cement Per CY (lbs) Footings & Slabs on Grade 4500 0.45 150 3/4 3 ±1 517 *(Special Inspection not required) 4. FOOTINGS: A. Mechanically vibrate concrete during placement. B. Center footings on structure above, UNO. C. Exterior footings to be embedded a minimum depth. ALUMINUM 1. CODES AND STANDARDS. Comply with: Reinforcing: N/A ksi A/A Roof Decking: 28 ksi AL5052-1132 Bolts ASTM A36, ASTM A307 as specified on details A. ACM "Aluminum Construction Manual". B. ACM "Detailing Manual" AL Tube: 28 ksi AL5052-H32 Pipe: N/A ksi N/A 5. CONSTRUCTION: A. Detail, bolster, and support all rebar. Tie bars securely with proper clearances before casting concrete. B. Use rebar free flaky rust, grease, dirt, and other materials, which affect bond. C. Minimum lap splices (inches): Bar # #3 #4 #5 #6 Inches 16 20 24 33 D. Make cold bends. DO NOT use heat. DO NOT re -bend a previously bent bar. E. Minimum concrete cover: (securely position and anchor rebar prior to pour) Cast against and permanently exposed to earth Slabs -On -Grade (SOG) F. DO NOT weld reinforcing unless specifically noted. 3 (inches) Center of slab, UNO CLIENT: PROJECT: J Miller Canvas Prepared By: MJK Westcliff Medical Building Attached Awning, Newport Beach, California Date: 07/05/17 Page 1 of 20 AMMTE CONSUIXANTS psf Member Weights Ttl Wt (Ibs) 35 35 Area Roof Type & Guage: Fabric Misc Appurtenances, Matis 0.5 0.5 70 70 FS Column in Wall "t" (in If L (ft) Ttl Wt (Ibsi Bolt Dia / Grade N/A Vertical Column N/A FS©=1.13 Top Awning Runner - 1.25" x 1.25" HSS Rectangle, t=0.06. 1.08 20.0 22 3/8 A307 , OK FS©=1.07 Rafter - 1.25" x 1.25" HSS Round, t=0.065" 1.08 14.0 15 3/8 A307 ; OK FS©=1.13 Bottom Awning Runner - 1.25" x 1.25" HSS Square, t=0.065" 1.08 14.0 15 318 A307 OK, FS©=1.93 Return Rafter- 1.25" x 1.25" HSS Square, t=0.065" 1.08 14.0 15 3/8 A307 : OK FS©=3.25 Fascia 1.25" x 1.25" HSS Rectangle, t=0.06. 1.08 40.0 43 3/8 A307 Bolt ,' OK Roof Snow Load [IBC 1608, ASCE 7] (Eq 7-1) pf=0.7*Ce*Ct*I*pg pg Ground Snow Load= 0 psf Pr- Ce=Exposure Factor= 1.0 [ASCE T 7-2] C,*= Thermal Factor= 1.2 [ASCE T 7-3] I= Impoortance Factor= 1.0 [ASCE T 7-4] Cs= Sloped Roof CoefF= 0.83 [ASCE F 7-2] (Eq 7-2) Ps=CS4'Pf Ps= 2.50 0.00 psf psf Total 180 Total/Column 30 Awning Dimensions Width Awning Pitch Awning Height Awning Height 3.5 2.5 2.5 (ft) Length (in) V (ft) 0.7 (ft) (above base) Awning Bay Length: Awning Bay Width: 6.0 (ft) (ft) 2.67 Return Rafter Length (horz) 3.5 (ft) Top Runner Length: Bottom Runner Length: 6.0 (in) (in) 6.0 Areas: CNw = 35 SF Cm, = 35 SF Areas: CNw(j) = 16 SF CNun = 16 SF 12 (in) H 20.0 CLIENT: PROJECT: J Miller Canvas Prepared By: MJK Westcliff Medical Building Attached Awning Newport Beach, California Date: 07/05/17 Page 2 of 20 A1VIlVlCONSULTANTS Calculaton of Design Wind Loads - Main Force Resisting Systems ASCE 07-10 Eq: z Exp ft C 15 0.85 20 0:9 25 0.94 30 0.98 35 1.01 40 1.04 45 1.065 50 1.09 60 1.13 Roof Pitch = Exposure: c Occupancy Class: A p=qh*G*CN (Eq 6-25) [ 29] 3s Wind Gust (mph): 110 Where: qh= 0.00256*kz*k4*kD*V2*I (Eq 27.3-1) [260] z= 15 kZ= 0.85 (T 27.3-1) [261] k= (1+ k1*k2*k3)2 (F 26.8-1) [253] k1= 0.29 H/LH=0 (F 26.8-1) [253] k2= 1.0 X/L11=0 (F 26.8-1) [253] k3= 0.0 Z/hH=Z/0 (F 26.8-1) [253] k= 1.0 kD= 0.85 (T 26.6-1) [250] V= 110 mph (F 26.5-1A) [247a] Rise Run 2.5 12 qh= 0.00256*0.85*1*0.85*110A2= G= 0.85 (S 26.5.8.1) [260] a= 11.8 Degrees CN Values interpolated to 11.8 degrees Case A - Clear/Unobstructed Wind Flow: y=0° Case B-Clear/Unobstructed Wind Flow: y=0° Case A-Clear/Unobstructed Wind Flow: y=180° Case B-Clear/Unobstructed Wind Flow: y=180° CNw = p (psf) CNL = p (psf) -1.63 -36.52 0.79 17.70 -1.57 -35.18 -0.11 -2.38 0.73 16.29 0.22 5.02 3.15 70.45 0.13 2.83 22.38 psf ACN = -2.42 CN(Avg) = ACN = -1.47 CN(Avg) _ ACN = 0.50 CN(Avg) _ ACN = 3.02 CN(Avg) _ 11.8 Main Wind Force Resisting System 0.25 S h/L S 1.0 Figure 6-I8A J Net Pressure Coefficient, CN Open Buildings Monoslope Free Roofs q S 45°, y = 0°, 180° Wind Direction 0 y=0° lx Wind Direction y =180° Roof Angle 0 Load Case Wind Direction, y= 0° Wind Direction, y=180° Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow CNw CRT, CNW CNL CMV CNL CNW CNL 0° A 1.2 0.3 -0.5 -1.2 1.2 0.3 -0.5 -1.2 B .1.1 -0.1 -1.1 -0.6 -1.I -0.1 -1.1 -0.6 7.5° A -0.6 -1 -1 -1.5 0.9 1.5 -0.2 -1.2 B -1.4 0 -1.7 -0.8 1.6 0.3 0.8 -0.3 15° A -0.9 -1.3 . -1.1 -1.5 1.3 1.6 0.4 -1.1 B -1.9 0 -2.1 -0.6 1.8 0.6 1.2 -0.3 -0.42 -0.84 0.48 1.64 CLIENT: PROJECT: J Miller Canvas Westcliff Medical Building Attached Awning Newport Beach, California Prepared By: MJK Date: 07/05/17 Page 3 of 20 Calculaton of Design Wind Loads - Main Force Resisting Systems CN Values interpolated to 11.8 degrees Case A - Clear/Unobstructed Wind Flow: y-°,180° AMMT ASCE 7-10 56.5.13.2 CNw = P (psf) CNL = p (psf) E CONS/Li-MINTS a= CN(Ays) _ 11.8 -1.63 -36.52 0.79 17.70 ACN = -0.42 Case A . Clear/Uliobstructed: Wind flow: 'y=0°;`:1'80°' W = -36.5 L = 5 CNw = ASD [Eq 1] [Eq 2] [Eq 3] [Eq 4] [Eq 5] [Eq 6a] D+0.75L+0.75(0.6W [Eq 6b] [Eq 7] [Eq 8] psf S = 0.0 psf s sf D = 2.6 psf 7-10 S2.4.1 force [8] W = 17.7 L = 5 CNL = ASD [Eq 1] [Eq 2] [Eq 3] [Eq 4] [Eq 5] [Eq 6a] [Eq 6b] [Eq 7] [Eq 8] psf S = 0.0 psf psf D = 2.6 psf 82.4.1 [8] psf psf psf psf psf psf psf psf psf -1.63 p= -36.52 psf 0.79 p= 17.7 psf Load Combinatons: (IBC 2012 ASCE Note: Negative value = upward vertical D= D+L= D+(Lr or S or R)= D+0.75L+0.75(Lr or S or r)= D+(0.6*W or 0.7E)= or 0.7E)+0.75(Lr or S or R)= D+0.75*L+0.75(0.7E)+0.75S = 0.6D+0.6W= 0.6D+0.7E = Load Combinatons: (IBC 2012 ASCE 7-10 Note: Negative value = upward vertical force D= D+L= D+(Lr or S or R)= D+0.75L+0.75(Lr or S or r)= D+(0.6*W or 0.7E)= D+0.75L+0.75(0.6W or 0.7E)+0.75(Lr or S or R)= D+0.75*L+0.75(0.7E)+0.75S = 0.6D+0.6W= 0.6D+0.7E = 2.6 psf 2.6 7.6 psf psf 7.6 7.6 7.6 - 6.3 psf psf psf psf psf psf 6.3 -19.3 13.2 -10.1 14.3 2.6 2.6 -20.4 12.2 1.5 1.5 [ Y ] + Vertical Max Bearing Horizontal Case [Eq 1] [Eq 2] [Eq 3] [Eq 4] [Eq 5] 6a] 6b] [Eq 7] Forces Case A - Clear/Unobstructed Wind Flow: r-0°,180° [Per Side] Unbalanced Verticle Load Moments-'T' Arms (+) CW (+) CW (+) CW (+) CW (+) CW (+) CW (+) CW (+) CW (+) CW CNw = Cm., = CNW Cm CNW CNL Net M Arm CNw M Arm CNL CNW CNL Vert Net [Eq 1] [Eq 2] [Eq 3] [Eq 4] [Eq 5] [Eq 6a] [Eq 6b] [Eq 7] [Eq 8] [Eq 5] [Eq 6a] [Eq 7] [Eq [Eq -1.63 0.79 Area Area V. Force V. Force Uplift (Ibs) Moment Moment Moment w (psf) w (psf) (sf) (sf) (Ibs) (Ibs) (ft) (ft) (kip-ft) (klp-ft) (kip-ft) 2.6 2.6 16 16 41 41 N/A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - - - 7.6 7.6 16 16 121 121 N/A - - - 7.6 7.6 16 16 121 121 N/A - - - 6.3 6.3 16 16 101 101 N/A - - - -19.3 13.2 16 16 -310 211 -99 - - • -10.1 14.3 16 16 -162 229 N/A - - - 2.6 2.6 16 16 41 41 N/A - - - -20.4 12.2 16 16 -326 195 -132 - - • 1.5 1.5 16 16 25 25 N/A - - • (this page)= Forces 229 Max Uplift this page)= (326) Max Vert Moment = 0.00 [ - X+] CNW = CNL = CNW CNL Net -1.63 0.79 H. Force H. Force H. Force w (psf) w (psf) (Ibs) (Ibs) (Ibs) -21.9 10.6 -72 -35 -107 -16.4 8.0 -54 -26 -80 -21.9 10.6 -72 -35 -107 Determine Hip and Ridge Vertical Forces a= 11.8 degrees (Vertical forces control) A - Clear/Unobstructed��Wind F ow: y=0° CNW = CNL = CNW CNL [CN(avg)] -1.63 0.79 V. Force V. Force V. Force w (Pafl w (psf) (Psf) (psf) (paf) 2.6 2,6 2.57 2.57 2.57 7.6 7.6 7.57 7.57 7.57 7.6 7.6 7.57 7.57 7.57 6.3 6.3 6.32 6.32 6.32 -19.3 13.2 -19.35 13.19 3.08 -10.1 14.3 -10.12 14.28 2.08 2.6 2.6 2.57 2.57 2.57 1.5 1.5 1.54 1.54 1.54 Max Vertical Loading (this Max Uplift Loading (this page) = 14.28 page) = -19.35 CLIENT: PROJECT: J Miller Canvas Prepared By: MJK Westcliff Medical Building Attached Awning Newport Beach, California Date: 07/05/17 Page 4 of 20 Calculaton of Design Wind Loads - Main Force Resisting Systems CN Values interpolated to 11.8 degrees Case B - Clear/Unobstructed Wind Flow: y 0°,180° CNW AMMTPAS ASCE 7.10 S6.5.13.2 = P (psf) CNL = p (psf) CONSULTANTS a= CN(Avg) = 11.8 -1.57 -35.18 -0.11 -2.38 ACN = -0.84 Case B - Clear/Unobstructed Wind Flow: y=0°,180°, W = -35.2 L = 5 Caw = ASD [Eq 1] [Eq 2] [Eq 3] [Eq 4] [Eq 5] [Eg6a] D+0.75L+0.75(0.6Wor0.7E)+0.75(LrorSorR)= [Eq 61)] [Eq 7] [Eq 8] psf S = 0.0 psf •sf D = 2.6 psf 7-10 S2.4.1 force [8] W = -2.4 L= 5 CNL = ASD [Eq 1] [Eq 2] [Eq 3] [Eq 4] [Eq 5] [Eq 6a] [Eq 6b] [Eq 7] [Eq 8] psf S = 0.0 psf •sf D = 2.6 psf S2.4.1 [8] psf psf psf psf psf psf psf psf psf -1.57 p= -35.18 psf -0.11 p= -2.38 psf Load Combinatons: (IBC 2012 ASCE Note: Negative value = upward vertical D= D+L= D+(Lr or S or R)= D+0.75L+0.75(Lr or S or r)= D+(0.6*W or 0.7E)= D+0.75*L+0.75(0.7E)+0.75S = 0.6D+0.6W= 0.6D+0.7E= Load Combinatons: (IBC 2012 ASCE 7-10 Note: Negative value = upward vertical force D= D+L= D+(L.r or S or R)= D+0.75L+0.75(Lr or S or r)= D+(0.6*W or 0.7E)= D+0.75L+0.75(0.6W or 0.7E)+0.75(Lr or S or R)= D+0.75*L+0.75(0.7E)+0.75S = 0.6D+0.6W= 0.6D+0.7E= 2.6 psf psf psf psf psf psf psf psf psf 2.6 7.6 7.6 7.6 7.6 6.3 6.3 -18.5 1.1 -9.5 5.2 2.6 2.6 -19.6 0.1 1.5 1.5 [ Y 1 + Vertical Max Bearing Horizontal Case [Eq 1] [Eq 2] [Eq 3] [Eq 4] [Eq 5] 6a] 6b] [Eq 7] Forces Case A - Clear/Unobstructed Wind Flow: y�°,180° [Per Side] Unbalanced Verticletoad Moments "T" Arms (+) CW (+) CW (+) CW (+) CW (+) CW (+) CW (+) CW (+) CW (+) CW CNW = Car. = CNw CNL CNw CNL Net M Arm CNw M Arm CNL CNw Cm, Vert Net [Eq 1] [Eq 2] [Eq 3] [Eq 4] [Eq 5] [Eq 6a1 [Eq 6b] [Eq 7] [Eq 8] [Eq 5] [Eq 6a] [Eq 7] [Eq [Eq -1.57 -0.11 Area Area V. Force V. Force_ Uplift Moment Moment Moment w (pat) w (oaf) (sf) (sf) (Ibs) (Ibs) - (Ibs) (ft) (ft) (kip-ft) (kip-ft) (kip-ft) 2.6 2.6 16 16 41 41 N/A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - - - 7.6 7.6 16 16 121 121 N/A - - - - 7.6 7.6 16 16 121 121 N/A - - 6.3 6.3 16 16 101 101 N/A - - - -18.5 1.1 16 16 -297 18 -279 - - - -9.5 5.2 16 16 -152 84 -68 - - - 2.6 2.6 16 16 41 -41 N/A - - - -19.6 0.1 16 16 -313 2 -312 - - - 1.5 1.5 16 16 25 25 N/A - - - (this page). Forces 121 Max Uplift this page)= (313) Max Vert Moment = 0.00 [ - X +1 CNW = CNL = Caw CNL Net -1.57 -0.11 H. Force H. Force H. Force w (psf) w (psf) (Ibs) (Ibs) (Ibs) -21.1 -1.4 -69 5 -64 -15.8 -1.1 -52 4 -48 -21.1 -1.4 -69 5 -64 Determine Hip and Ridge Vertical Forces a= 11.8 degrees (Vertical forces control) A - Clear/UnobstructedrWind Flow: y=0° CNW = C T, = CNW CNL [CN(avg)] -1.57 -0.11 V. Force V. Force V. Force w (Psi) w (Paf) (Psi) (Psi) (Psf) 2.6 2.6 2.57 2.57 2.57 7.6 7.6 7.57 7.57 7.57 7.6 7.6 7.57 7.57 7.57 6.3 6.3 6.32 6,32 6.32 -18.5 1.1 -18.54 1.14 8.70 -9.5 5.2 -9.51 5.25 2.13 2.6 2.6 2.57 2.57 2.57 1.5 1.5 1.54 1.54 1.54 Max Vertical Loading (this Max Uplift Loading (this page) = 8.70 page) = -18.54 CLIENT: PROJECT: J Miller Canvas - Prepared By: MJK Westcliff Medical Building Attached Awning Newport Beach, California Date: 07/05/17 Page 5 of 20 Calculaton of Design Wind Loads - Main.Force Resisting Systems CN Values Interpolated to 11.8 degrees Case A - Obstructed Wind Flow: y=0°,180° CNw ASCE 7-10 S6.5.13.2 = p (pat) CNL = P (pe) at' CONSULTANTS a= CN(AV) = 11.8 0.73 16.29 0.22 5.02 ACN = 0.48 Case A = Obstructed WndFlow: y=0°, 180° W = 16.3 psf S = 0.0 psf W = 5.0 psf S = 0.0 psf L = 5 • sf D = 2.6 psf L = 5 psf D = 2.6 psf CNw = 0.73 p= 16.29 psf CNL = 0.22 p= 5.0 psf ASD Load Combinatons: (IBC 2012 ASCE 7-10 S2.4.1 [8] ASD Load Combinatons: (IBC 2012 ASCE 7-10 S2.4.1 [8] Note: Negative value = upward vertical [Eq 1] D= [Eq 2] D+L= force Note: Negative value = upward vertical force [Eq 1] D= [Eq 2] D+L= psf psf 2.6 psf psf 2.6 7.6 7.6 [Eq 3] D+(Lr or S or R)= 7.6 psf [Eq 3] D+(Lr or S or R)= 7.6 psf [Eq 4] D+0.75L+0.75(Lr or S or r)= 6.3 psf [Eq 4] D+0.75L+0.75(Lr or S or r)= 6.3 psf [Eq 5] D+(0.6*W or0.7E)= 12.3 psf [Eq 5] D+(0.6*W or 0.7E)= 5.6 psf [Eq 6a] D+0.75L+0.75(0.6W or 0.7E)+0.75(Lr or S or R)s 13.6 psf [Eq 6a] D+0.75L+0.75(0.6W or 0.7E)+0.75(Lr or S or R)= 8.6 psf [Eq 6b] D+0.75*L+0.75(0.7E)+0.75S = 2.6 psf [Eq 6b] D+0.75*L+0.75(0.7E)+0.75S = 2.6 psf [Eq 7] 0.6D+0.6W= 11.3 psf [Eq 7] 0.6D+0.6W= 4.6 paf [Eq 8] 0.6D+0.7E= 1.5 psf , [Eq 8] 0.6D+0.7E=, 1.5 psf [ Y ] Vertical Forces Case A - Clear/Unobstructed Wind Flow y=0°,180° Unbalanced Verticle Load Moments or Arms + CNW = Cm, = CNw CNL CNW CNL Net M Arm M Arm CNw CNL Vert Net 0.73 0.22 Area Area V. Force V. Force Uplift CNw CNL Moment Moment Moment w (ps) w (psf) (at) (sf) (Ibs) (lbs) (lbs) (ft) (ft) (kip-ft) (kip-ft) (kip-ft) [Eq 1] 2.6 2.6 16 16 41 41 N/A 000000,000 0 0 0 0 0 0 0 0 0 - - - (+) CW [Eq 2] * 7.6 7.6 16 16 121 121 N/A - - - (+) CW [Eq 3] 7.6 7.6 16 16 121 121 ' N/A - - - (+) CW [Eq 4] 6.3 6.3 16 16 101 101 N/A - - - (+) CW [Eq 5] 12.3 5.6 16 16 198 89 N/A - - - (+) CW [Eq 6a] 13.6 8.6 16 16 219 137 N/A - - - (+) CW [Eq 6b] 2.6 2.6 16 16 41 41 N/A - - - (+) CW [Eq 7] 11.3 4.6 16 16 181 73 N/A - - - (+) CW [Eq 8] 1.5 1.5 16 16 25 25 N/A - - - (+) CW Max Bearing (this page)= 219 Max Uplift this page)= 25 [Per Side] Max Vert Moment = 0.00 Horizontal Forces [ - X +] CNw = CNL = CNW CNL Net 0.73 0.22 H. Force H. Force H. Force w (psf) w (psf) (Ibs) (lbs) (lbs) [Eq 5] 9.8 3.0 32 -10 22 [Eq 6a] 7.3 2.3 24 -7 17 [Eq 7] 9.8 3.0 32 -10 22 Determine Hip and Ridge Vertical Forces a= 11.8 degrees (Vertical forces control) Case A - Clear/Unobstructed Wind F ow: y=0° CNw = CNL = CNW CNL [CN(avg)] 0.73 0.22 V. Force V. Force V. Force w (Pat) w (Pat) (Pa) (Pat) (pst) [Eq 1] 2.6 2.6 2.57 2.57 2.57 [Eq 2] 7.6 7.6 7.57 7.57 7.57 [Eq 3] 7.6 7.6 7.57 7.57 7.57 [Eq 4] 6.3 6.3 6.32 6.32 6.32 [Eq 5] 12.3 5.6 12.34 5.58 8.96 [Eq 6a] 13.6 8.6 13.65 8.58 11.11 [Eq 6b] 2.6 2.6 2.57 2.57 2.57 [Eq 7] 1.5 1.5 1.54 1.54 1.54 Max Vertical Loading (th s page) = 13.65 Max Uplift Loading (this page) = 1.54 CLIENT: J Miller Canvas PROJECT: Westcliff Medical Building Attached Awning Prepared By: MJK Newport Beach, California Date: 07/05/17 Page 6 of 20 Calculaton of Design Wind Loads - Main Force Resisting Systems CN Values Interpolated to 11.8 degrees Case B - Obstructed Wind Flow: y=0°, 180° ASCE 7-10 S6.5.I3.2 qv/ = p (paf) CNL = p (psi) l k CONSULTANTS a= CN(A0s) = 11.8 3.15 70.45 0.13 2.83 ACN = 1.64 Case B - Obstructed' Wind'Flow: y=0°,180°; ...... W = 70.5 L = 5 CNw = ASD [Eq 1] [Eq 2] [Eq 3] [Eq 4] [Eq 5] [Eq 6a] D+0.75L+0.75(0,6W [Eq 6b] (Eq 7] [Eq 8] psf S = 0.0 psf * sf D = 2.6 psf 7-10 S2.4.1 [8] force W = 2.8 L = 5 CNL = ASD [Eq 1] [Eq 2] [Eq 3] [Eq 4] [Eq 5] [Eq 6a] [Eq 6b] [Eq 7] [Eq 8] psf S = 0.0 psf psf D = 2.6 psf S2.4.1 [8] psf psf psf psf psf psf psf psf psf 3.15 p=) 70.451psf 0.131 p= 2.8 psf Load Combinatons: (IBC 2012 ASCE Note: Negative value = upward vertical D= D+L= D+(LrorSorR)= D+0.75L+0.75(Lr or S or r)= D+(0.6*W or 0.7E)= or 0,7E)+0.75(Lr or S or R)= D+0.75*L+0.75(0.7E)+0.755 = 0.6D+0.6W= 0.6D+0.7E= Load Combinatons: (IBC 2012 ASCE 7-10 Note: Negative value = upward vertical force D= D+L= D+(Lr or S or R)= D+0.75L+0.75(Lr or S or r)= D+(0.6*W or 0.7E)= D+0.75L+0.75(0.6W or 0.7E)+0.75(Lr or S or R)= D+0.75*L+0.75(0.7E)+0.75S = 0.6D+0.6W= 0.6D+0.7E= 2.6 psf psf psf psf psf psf psf psf psf 2.6 7.6 7.6 7.6 7.6 6.3 6.3 44.8 4.3 38.0 7.6 2.6 2.6 43.8 3.2 1.5 1.5 [ Y ] + Vertical Max Bearing Max Bearing Horizontal Case [Eq 1] [Eq 2] [Eq 3] [Eq 4] [Eq 5] [Eq 6a] 6b] [Eq 7] Forces Case A - Clear/Unobstructed Wind Flow: y=0°, 180° [Per Side] [Per Side] A - y=0 B - y=0° A - 180° B - 180° Vertical (all Uplift (all Unbalanced Verticl Load Moments "T' Arms (+) CW (+) CW (+) CW (+) CW (+) CW (+) CW (+) CW (+) CW (+) CW values hips CNw = Cm, = CM/ CNL CNw Cat Net M Arm Cray M Arm CNL CNW Cm, Vert Net [Eq 1] [Eq 2] [Eq 3] [Eq 4] [Eq 5] [Eq Ba] [Eq 6b] [Eq 7] [Eq 8] [Eq 5] [Eq 6a] [Eq 71 [Eq 3.15 0.13 Area Area V. Force V. Force Uplift Moment Moment Moment w (psf) W (Psf) (at) (sf) (Ibs) (lbs) (Ibs) (It) (ft) (kip-ft) (kip-ft) (kip-ft) 2.6 2.6 16 16 41 41 N/A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - - - 7.6 7.6 16 16 121 121 N/A - - - 7.6 7,6 16 16 121 121 N/A - - - 8.3 6.3 16 16 101 101 N/A - - - 44.8 4,3 16 16 718 68 N/A - - • 38.0 7.8 16 16 609 122 N/A - - - 2.6 2.6 16 16 41 41 N/A - - 43.8 3.2 16 16 702 52 N/A - - - 1.5 1.5 16 16 25 25 N/A - - (this page)= (all pages? Forces 718 718 Max Uplift Max Uplift this page)= 25 all pages)= -326 Case Case . Case Case Max Max Max Vert Moment = 0.00 Note: Use maximum moment for determination of cantilever at Canopy and Vertical Columns (following pages) psf min per IBC/ASCE psf min per IBC/ASCE [ - X +1 CNw = CM, = CaW Cm, Net 3.15 0.13 H. Force H. Force H. Force w (psf) w (psf) (lbs) (Ibs) (Ibs) 42.3 1.7 138 -6 133 31.7 1.3 104 -4 100 42.3 1.7 138 -6 133 Determine Hip and Ridge Vertical Forces a= 11.8 degrees (Vertical forces control) A - Clear/Unobstructed Wind Flow: y=O° CNw = Cm, = CNW CNL [CN(are)] Horz Net Vert Net Ttl Base 3.15 0.13 V. Force V. Force V. Force Moment Moment Moment w (Psf) w (psf) (psf) (psf) (Psi) (klp-ft) (HP-ft) (kip-ft) 2.6 2.6 2.57 2.57 2.57 0.27 0.00 0.00 7.6 7.6 7.57 7.57 7.57 0.16 0.00 0.00 7.8 7.6 7.57 7.57 7.57 6.3 6.3 6.32 6.32 6.32 44.8 4.3 44.84 4.27 24.55 0.06 0.00 0.00 38.0 7.6 38.02 7.59 22.81 0.33 0.00 0.00 2.6 2.6 2.57 2.57 2.57 pages). pages). Note: Use 10 Note: Use -10 1.5 1.5 1.54 1.54 1,54 Max VerticalLoading (th Max Uplift Loading (this s page) = 44.84 44.84 page) = 1.54 -19.35 CLIENT: PROJECT: J Miller Canvas Prepared By: Date: MJK Westcliff Medical Building Attached Awning Newport Beach, California 07/05/17 Page 7 of 20 Max combined loads : Note - Use 10 psf min combined loads: a=11.8 Awning Runner Sizing Awning Runner Length: Awning Runner Trib Width Awning Runner Trib Area: MU(resultant) = 0.24 ft-kips Tube Type HSS Rectangle Fy= Es= I= OMu= 6,00 (ft) 1.8 (ft) 10.5 (sf) 46.0 ksi 29000 ksi 0.072 in4 0.116 in3 Fy*Z/(S * 12) = 0.27 44.84 psf 44.84 psf CoNSuLTA1VFS Awning Runner Loading: Awning Runner Loading: Awning Runner Moment: = M = w*L^2/(12*1000)= Z(min)= Nom Tube= Width (Rect HSS Only)= t(nom) = t" = O.D. = I.D. = 471 (lbs) 78.5 (plf) 0.24 ft-kips 0.07 in3 1.25 1.25 inches 0.065 inches 0.065 inches 1.250 inches 1.120 inches OK FS = 11 FS©=1.13 Top Awning Runner - 1.25" x 1.25" HSS Rectangle, t=0.065" Moment Couple at Awning Runner Connection Mu(resultant) = 0.24 ft-kips d = 1 inches Top Bolt Force = ( 2.7 kips Bolt Dia (in): 3/8 A307 OK RvIrl = 4.9 kips Alternate Welded Connection: Use 1/8" weld all around. Check Bolted Connection at Wall Vertical Loading: L/2= Mc= Connector Spacing from Bottom(B) Lt= L2= Average Length LA„ g EMa=O=Mc-Mavg PAvg=Mc/(2xLA)= Use: 3/8" Lag screw with minimum Wt= Wt T= 471 (lbs) 3.0 (ft) 1.4 ft-kips 34 inches (2.83 ft) 26 inches (2.17 ft) 2.5 ft Where: MA LA*2*PA (lbs) 3.0 inches embedment lbs per inch of penetration [(AWC, NDS 205, Table 11.2A, 11.3.2A] (lbs) 282 269 807 Beam End Loading= 0.24 kips (2) 0.375 A307s Bolt Rn/ 1v= 2.2 kips OK, OK Alternate: #14x4" TEK Screw #14 to minimum 16 Ga metal stud or blocking Wt Trl CLIENT: J Miller Canvas 4271(lbs) OK PROJECT: Westcliff Medical Building Attached Awning Prepared By: MJK Newport Beach, California Date: 07/05/17 Page 8 of 20 Max combined loads : Note - Use 10 psf min combined loads: ar= 11.8 Awning Runner Sizing Awning Runner Length: Awning Runner Trib Width Awning Runner Trib Area: MU(resultant) = 0.24 ft-kips Tube Type HSS Square FY = Es= I= Z= t2Mu= 6.00 (ft) 1.8 (ft) 10.5 (sf) 46.0 ksi 29000 ksi 0.072 in4 0.116 in3 Fy*Z/(G*12) = 0.27 ANEW& CONSULTANTS 44.84 psf 44.84 psf Awning Runner Loading: Awning Runner Loading: Awning Runner Moment: = M = w*L^2/(12*1000)= Z(min)= Nom Tube= Width (Rect HSS Only)= t(nom) = t" = O.D. = I.D. = Bottom Awning Runner - 1.25" x 1.25" HSS Square, t=0.065" FS = Moment Couple at Awning Runner Connection MU(resuitant) = 0.24 ft-kips d = 1 inches Top Bolt Force = Bolt Dia (in): 3/8 2.7 kips A307 OK Rv/12 = 4.9 kips Alternate Welded Connection: Use 1/8" weld all around. Check Bolted Connection at Wall Vertical Loading: L/2= Mc= Connector Spacing from Bottorn(B) Li= L2= Average Length LAvg EMB=O=Mc-Mang PAvg Mc/(2xLA)= Use: 3/8" Lag screw with minimum Wi= Wi 'r= 471 (lbs) 3.0 (ft). 1.4 ft-kips 34 inches (2.83 ft) 26 inches (2.17 ft) 2.5 ft Where: MA=LA*2*PA (lbs) 3.0 inches embedment lbs per inch of penetration [(AWC, NDS 205, Table 11.2A, 11.3.2A] (lbs) ®� 282 269 807 Alternate: #14x4" TEK Screw Wi=l T- 471 (lbs) 78.5 (plf) 0.24 ft-kips 0.07 in3 1.25 1.25 inches 0.065 inches 0.065 inches 1.250 inches 1.120 inches 11 FSC=1.13 Beam End Loading= 0.24 kips (2) 0.375 A307s Bolt Rn/S2v= 2.2 kips OK #14 to minimum 16 Ga metal stud or blocking 4271(lbs) OK CLIENT: J Miller Canvas PROJECT: Westcliff Medical Building Attached Awning Prepared By: MJK Newport Beach, California Date: 07/05/17 Page 9 of 20 Max combined loads : Note - Use 10 psf min combined loads: a= 11.8 Awning Rafter Sizing Awning Rafter Length: Awning Rafter Trib Width Awning Rafter Trib Area: MU(raultaut) = 0.15 ft-kips Tube Type HSS Round FY= Es= I= 46.0 ksi 29000 ksi 0.072 in4 3.50 (ft) 6.0 (ft) 21.0 (sf) Z= 0.070 in3 i?Mu= Fy*Z/(S2*12) = 0.16 AMMTE CONSULTANTS 44.84 psf 44.84 psf Awning Rafter Loading: Awning Rafter Loading: Awning Rafter Moment: = M = w*L^2/(20*1000)= 942 (lbs) 269.0 (pit) 0.15 ft-kips Z(,,,a)= 0.04 in3 Nom Tube= 1.25 Width (Rect HSS Only)= 1.25 inches t(nom) = 0.065 inches t" = 0.065 inches O.D. = 1.250 inches OK I.D. = FS = 1.120 inches 11 FS©=1.07 Rafter - 1.25" x 1.25" HSS Round, t=0.065" Moment Couple at Awning Runner Connection Mu(cesultant) _ d= Top Bolt Force = Bolt Dia (in): 3/8 0.15 ft-kips 1 inches 1.7 kips A307 - OK lzv/n = 4.9 kips Alternate Welded Connection: Use 1/8" weld all around. Check Bolted Connection at Wall Vertical Loading: L/2= Mc= Lag Bolt Spacing from Bottom(B) L1= 11= Average Length LAng EMB=O=Mc-Mang PAvg Mc/(2XLA)= Use: 3/8" Lag screw with minimum W1= W1T"" Alternate: #14x4" TEK Screw Wl T= 942 (lbs) 1.8 (ft) 1.6 ft-kips 34 inches (2.83 ft) 26 inches (2.17 ft) 2.5 ft 330 Where: MA LAx2PA (lbs) 3.0 inches embedment lbs per inch of penetration [(AWC, NDS 205, Table 11.2A, 11.3.2A] (lbs) 269 807 Beam End Loading= 0.47 kips (2) 0.375 A307s Bolt Rn/f2v= 2.2 kips OK _.. . Old.; #14 to minimum 16 Ga metal stud or blocking 4271(lbs) I 0 CLIENT: J Miller Canvas PROJECT: Westcliff Medical Building Attached Awning Prepared By: MJK Newport Beach, California Date: 07/05/17 Page 10 of 20 Max combined loads : Note - Use 10 psf min combined loads: a= 11.8 Awning Return Rafter Sizing Awning Rafter Length: Awning Rafter Trib Width Awning Rafter Trib Area: MU(resultant) = 0.14 ft-kips Tube Type HSS Square FY= Es= I= 46.0 ksi 29000 ksi 0.072 in4 Z= 0.116 in3 3.50 (ft) 5.0 (ft) 17.5 (sf) 44.84 psf 44.84 psf di CONSULTANTS Awning Rafter Loading: Awning Rafter Loading: Awning Rafter Moment: = M = w*LA2/(20*1000)= 785 (lbs) 224.2 (plf) 0.14 ft-kips Z(minr 0.04 in3 Nom Tube= 1.25 Width (Rect HSS Only)= 1.25 inches t(nom) = 0.065 inches t" = 0.065 inches U.D. = 1.250 inches I.D. = 1.120 inches i11Mu= Fy*Z/(0* 12) = 0.27 I OK FS = 11 FS©=1.93 Return Rafter- 1.25" x 1.25" HSS Square, t=0.065" Moment Couple at Awning Runner Connection MU(resultant) = 0.14 ft-kips d = 1 inches Top Bolt Force = 1.6 kips Bolt Dia (in): 3/8 A307 OK RY/S2 = 4.9 kips Alternate Welded Connection: Use 1/8" weld all around. Beam End Loading= 0.39 kips (2) 0.375 A307s Bolt Kn/fIv= 2.2 kips CLIENT: J Miller Canvas PROJECT: Westcliff Medical Building Attached Awning Prepared By: MJK Newport Beach, California Date: 07/05/17 Page 11 of 20 Note - Use 10 psf min combined loads: Fascia Sizing Fascia Length: 5.00 (ft) Fascia Trib Width 1.75 (ft) Fascia Trib Area: 8.75 (sf) Max combined loads : 44.84 psf 44.84 psf az= 11.80 AMMTif, CONSULTANTS Fascia Loading: Fascia Loading: Fascia Moment: = M = w*L^2/(12*1000)= 392 (lbs) 78.47 (plf) 0.16 ft-kips MU(resultant) = 0.16 ft-kips Z(min)= 0.05 in3 Tube Type HSS Rectangle Nom Tube= 1.3 Width (Rect HSS Only)= 1.3 inches Fy = 46.0 ksi t(nom) = 0.065 inches Es= 29000 ksi t" = 0.065 inches I= 0.072 in4 O.D. = 1.250 inches Z= 0.231 in3 I.D. = 1.120 inches i?Mu= Fy*Z/(S2* 12) = 0.53 I OK I I FS = 11 FS©=3.25 Q=1.67) Fascia 1.25" x 1.25" HSS Rectangle, t=0.065" Moment Couple at Fascia Connection Mu(resultant) = 0.16 ft-kips d = 1.06 inches Top Bolt Force = 1.85 kips Bolt Dia (in): 3/8 A307 Bolt', OK R.v/S2 = 4.90 kips Alternate Welded Connection: Use WELD?? weld all around. Beam Loading= A307 Bolt Bolt Rn/S2v= Beam Sizing w/Defl,ection Roofing Weight: Mu(reeattaut) = 0.16 ft-kips Z(mht)= 0.07 in3 Tube Type HSS Rectangle Nom Tube= 1.3 inches Width (Rect HSS Only)= 1.3 inches Fy = 46.0 ksi t(nom) = 0.065 inches Es= 29,000 in3 t" = 0.065 inches Z= 1.074 in3 O.D. = 1.250 inches I.D. = 1.120 inches 0.20 kips OK 1.1 1.00 kips (psi) CLIENT: PROJECT: J Miller Canvas Westcliff Medical Building Attached Awning Prepared By: MJK Newport Beach, California Date: 07/05/17 Page 12 of 20 . MM " ' CONSULTANTS 2016 CBC ASCE 07-10 Seismic Design Requirements Equivalent Lateral Force Procedure IBC/CBC Section 1613 Earthquake Loads Risk Catenory Imoortance Factor = Site Classification Soil Site Class = Site Coefficients Ss== Si== Fs== F�- = SMS = SMi = USGS-Provided Output Newport Beach, California Ss s 1.704 SMs s 1.704 SD! s 1.136 Si. 0.630 SMi ■ 0.945 SD1 s 0.630 Mapped Spectral Accelerations: Short Period Mapped Sectral Accelerations: 1 sec Period Site Coefficient REFERENCE ASCE 7-10 Table 1.5-1 [2] ASCE 7-10 Table 1.5-2 [5] IBC 1613.3.2 [366] IBC Figure 1613.3.1(1) USGS or Site Data [368.369] IBC Figure 1613.3.1(2) USGS or Site Data [370-371] IBC Table 1613.3.1(1) [366] Site Coefficient IBC Table 1613.3.1(2) [367] 1.704 Max Spectral Accelerations: Short Periods IBC Eqn. 16-37 [366] 0.945 Max Spectral Accelerations: lsec Period IBC Eqn. 16-38 [366] Design Spectral Response Acceleration Parameters SDs SDI = SDC = Equivalent Lateral Force Procedure TA = Cthsx = Cc= x= ha= 1.136 5% Damped Spectral Acceleration: Short Period IBC Eqn. 16-39 [367] 0.630 5% Damped Spectral Acceleration: 1 sec Period IBC Eqn. 16-40 [367] 0.065 0.028 0.800 Seismic Design Category IBC Table 1613.3.5(1) [367] Fundamental Period ASCE 7-10 Eqn. 12.8-7 [90] Period Parameter ASCE 7-10 Table 12.8-2 [90] Period Parameter ASCE 7-10 Table 12.8-2 [90] Structure Height = 6.500 Response Modification Factor Tr = 12.000 Long -Period Transition Period ASCE 7-10 Table 12.2-1 [73-77] ASCE 7-10 Figure 22-12 [225] Cs = Sas/[R/I] = 0.175 Seismic Response Coefficient ASCE 7-10 Egn.12.8.2 [89] where; Cs > 0.030 Lower Limit ASCE 7-10 Eqn. 15.4-1 [140] Cs > 0.8 St/[R/1] = 0.078 Lower Limit for Si > 0.6g ASCE 7-05 Eqn. 15.4-2 [140] Cs < Sni/T[R/l] = 1.491 Upper Limit for T < Tt. ASCE 7-10 Eqn. 12.8-3 [89] Cs < SDITiJT2[R/i:] = 275.419 Upper Limit for T > Ti. ASCE 7-10 Eqn. 12.8-4 [89] Design Value Cs = 0.175 W= V= CsW= Fwiai = 0.005 Per -Column Dead Weight + Appurtenances Weight (kips) Equivalent Seismic Base Shear (kips) ASCE 7-10 Eqn. 12.8-1 [89] Wind Base Shear (kips) : Lateral Wind Shear > Seismic Base Shear : Wind Controls Design CLIENT:I J Miller Canvas PROJECT: Westcliff Medical Building Attached Awning Prepared By: MJK Newport Beach, California Date: 07/05/17 Page 13 of 20 6/17/2015 Design Maps Summary Report MUMS Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.61661°N, 117.92937°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 1 1 5000m mai: qua USGS-Provided Output Ss = 1.704 g Si = 0.630 g SMS = SMi 02015. MapituestSatne dada 0201$; 0ji l :MalaQuest� 1.704 g 0.945 g SOS = `S01 = 1.136 g 0.630 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 1.92 1.20 1.20 1.62 1.02 1.44 0.96 1.26 0.24 01 1.08 TT' 0.72 V V fn 0.90 • 0.60 0.72 0.42 0.54 0.36 0.36 0.24 0.12 0.12 0.00 0.00 0.00 0.20 0.40 0.60 0.20 1,00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. Page 14 of 20 http://ehp3-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=33.61660865&longitude=-117.929370356314&siteclass... 1/1 ICC-ES I (800) 423-6587 I (562) 699-0543 I ww : icc es o ;g DIVISION: 05 00 00—METALS SECTION: 05 05 23—METAL FASTENINGS REPORT HOLDER: ITW BUILDER 700 HIGH GROVE BOULEVARD GLENDALE HEIGHTS, ILLINOIS 60139 EVALUATION SUBJECT: ITW BUILDEX TEKS® SELF -DRILLING FASTENERS cIC C, ICC LISTED PMG Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" RAMA �� 6e A Subsidiary of caoEcouiar ICC ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2016 ICC Evaluation Service, LLC. All rights r 15 of 20 d. ANSI kcrtdrd Proynm NOOOC=CCRSFNA11011 tpPJ 5CC Accredited CB.P15 OCPS Accrldit4 CCU ES SEREVALUATION Most Widely Accepted and Trusted;: ICC-ES Evaluation Report ESR-1976 Reissued July 2016 This report is subject to renewal July 2018. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 05 00 00—METALS Section: 05 05 23—Metal Fastenings REPORT HOLDER: ITW BUILDEX 700 HIGH GROVE BOULEVARD GLENDALE HEIGHTS, ILLINOIS 60139 (800) 848-5611 wwwitwbuildex.com technical(E itwccna.com EVALUATION SUBJECT: ITW BUILDEX TEKS® SELF -DRILLING FASTENERS 1.0 EVALUATION SCOPE Compliance with the following codes: • 2015, 2012, 2009 and 2006 International Building Code® (IBC) • 2015, 2012, 2009 International Residential Code® (IRC) • 2013 Abu Dhabi International Building Code (ADIBC)1' tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced In this report are the -same sections in the ADIBC. Property evaluated: Structural 2.0 USES The ITW Buildex TEKS® Self -drilling Fasteners described in this report are used in engineered or code -prescribed connections of cold -formed steel framing and of sheet steel sheathing to cold -formed steel framing. 3.0 DESCRIPTION 3.1 General: ITW Buildex TEKS® Self -drilling Fasteners are self -drilling tapping screws complying with the material, process, and performance requirements of ASTM C1513. The screws have either a hex washer head (HWH), an HWH with serrations, or a Phillips® (Type II) pan head. The screws are fully threaded, except where noted in Table 1, and the screws' threads comply with ASME B18.6.4, and the screws' drill points and flutes are proprietary and are designated as TEKS/1, TEKS/2, TEKS/3, TEKS/4, TEKS/4.5, and TEKS/5. The screws have nominal sizes of No.10 (0.190 inch), No.12 (0.216 inch), and 1/4 inch (0.250 inch), and lengths from 1/2 inch to 8 inches (12.70 mm to 203.20 mm). See Figures 1 through 3 for depictions of the screws. Table 1 provides screw descriptions (size, tpi, length), nominal diameters, head style, head diameters, point styles, drilling capacity ranges, length of load -bearing area and coatings. 3.2 Material: ITW Buildex TEKS® Self -drilling Fasteners are case- hardened from carbon steel conforming to ASTM A510, Grades 1018 to 1022, and are heat -treated and case- hardened to give them a hard outer surface necessary to cut internal threads in the joint material. Screws are coated with corrosion preventive coating identified as Climaseal®, or are plated with electrodeposited zinc (E-Zinc) complying with the minimum corrosion resistance requirements of ASTM F1941. 3.3 Cold -formed Steel: Cold -formed steel material must comply with one of the ASTM specifications listed in Section A2.1.1 of AISI S100-12 and have the minimum specified tensile strengths shown in the tables in this report. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 General: Screw thread length and point style must be selected on the basis of thickness of the fastened material and thickness of the supporting steel, respectively, based on the length of load -bearing area (see Figure 4) and drilling capacity given in Table 1. When tested for corrosion resistance in accordance with ASTM B117, the screws meet the minimum requirement listed in ASTM F1941, as required by ASTM C1513, with no white corrosion after three hours and no red rust after 12 hours. 4.1.2 Prescriptive Design: ITW Buildex TEKS Self - drilling Fasteners described in Section 3.1 are recognized for use where ASTM C1513 screws of the same size and head style/dimension are prescribed in the IRC and in the AISI standards referenced in IBC Section 2210. 4.1.3 Engineered Design: ITW Buildex TEKS® Self - drilling Fasteners are recognized for use in engineered connections of cold -formed steel construction. Design of the connection must comply with Section E4 of AISI S100 (AISI-NAS for the 2006 IBC), using the nominal and allowable fastener tension and shear strength for the screws, shown in Table 5. Allowable connection strength for use in Allowable Strength Design (ASD) for pull-out, pullover, and shear (bearing) capacity for common sheet steel thicknesses are provided in Tables 2, 3, and 4, respectively, based upon calculations in accordance with 1CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically ad,bersed, nor are they to be construed as an endorsement oldie subject o the report or a recommendation or its use. There is no warinat , IT ICC Evaluation Service, 1./.C, espress or implied, as L ' ANSI I .t l r I � r i :i?5 .:, to anyftnding or other matter in this report, or as to any product covered by the report. rVra Copyright 2016 ICC Evaluation Service, LLC. All rights reserved. Page 1�of 5 Page 16 of 20 ESR-1976 I Most Widely Accepted and Trusted AISI S100 (AISI-NAS for the 2006 IBC). Instructions on how to calculate connection design strengths for use in Load Resistance Factor Design (LRFD) are found in the footnotes of these tables. The connection strength values are applicable to connections where the connected steel elements are in direct contact with one another. For connections subject to tension, the least of the allowable pullout, pullover, and fastener tension strength found in Tables 2, 3 and 5, respectively, must be used for design. For connections subject to shear, the lesser of the fastener shear strength and allowable shear (bearing) found in Tables 5 and 4, respectively, must be used for design. Design provisions for tapping screw connections subjected to combined shear and tension loading are outside the scope of this report. For screws used in framing connections, in order for the screws to be considered fully effective, the minimum spacing between the fasteners and the minimum edge distance must be three times the nominal diameter of the screws, except when the edge is parallel to the direction of the applied force, the minimum edge distance must be 1.5 times the nominal screw diameter. When the spacing between screws is 2 times the fastener diameter, the connection shear strength values in Table 4 must be reduced by 20 percent (Refer to Section D1.5 of AISI S200). For screws used in applications other than framing connections, the minimum spacing between the fasteners must be three times the nominal screw diameter and the minimum edge and end distance must be 1.5 times the nominal screw diameter. Additionally, under the 2009 and 2006 IBC, when the distance to the end of the connected part is parallel to the line of the applied force, the allowable connection shear strength determined in accordance with Section E4.3.2 of Appendix A of AISI S100-07 or AISI- NAS, as applicable, must be considered. Connected members must be checked for rupture in accordance with Section E6 of AISI S100-12 for the 2015 IBC (Section E5 of AISI S100-07/S2-10 for the 2012 IBC; Section E5 of AISI S100-07 for the 2009 IBC). 4.2 Installation: Installation of ITW Buildex TEKS® Self -drilling Fasteners must be in accordance with the manufacturer's published installation instructions and this report. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. FIGURE 1—HEX WASHER HEAD (HWH) I ll FIGURE 3—PHILLIPS PAN HEAD Page 2 of 5 The screws must be installed perpendicular to the work surface, using a screw driving tool. The installation speed for 1/4-inch TEKS/3, 1/4-inch TEKS/5, and #12 TEKS/5 screws should not exceed 1,800 rpm; the installation speed for all other screws should not exceed 2,500 rpm. The screw must penetrate through the supporting steel with a minimum of three threads protruding past the back side of the supporting steel. 5.0 CONDITIONS OF USE The ITW Buildex TEKS® Self -drilling Fasteners described in this report comply with, or are suitable alternatives to what is specified in, those codes listed In Section 1.0 of this report, subject to the following conditions: 5.1 Fasteners must be installed in accordance with the manufacturer's published installation instructions and this report. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 6.2 The utilization of the nominal strength values contained in this evaluation report, for the design of cold -formed steel diaphragms, is outside the scope of this report. 5.3 The allowable load values (ASD) specified in Section 4.1 for screws or for screw connections are not permitted to be increased for short -duration loads, such as wind or earthquake loads. 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (AC118), dated February 2016. 7.0 IDENTIFICATION ITW Buildex TEKS® Self -drilling Fastener heads are marked with "BX" as shown in Figures 1 through 3. Each box of fasteners has a label bearing the company name (ITW Buildex), fastener description (model, point type, diameter and length), lot number, and the evaluation report number (ESR-1976). )i,ll`ii�lt�llilllt►�i FIGURE 2—HWH WITH SERRATIONS FIGURE 9—LENGTH OF LOAD -BEARING AREA Page 17 of 20 ESR-1976 I Most Widely Accepted and Trusted TABLE 1-TESK® SELF -DRILLING TAPPING SCREWS' Page 3 of 5 DESCRIPTION (nom. slze-tpl x length) NOMINAL DIAMETER (Inch) HEAD STYLE HEAD DIAMETER (Inch) DRILL POINT DRILLING CAPACITY' (In.) LENGTH OF LOAD BEARING AREA (inch) COATING Mtn. Max, 10-16 x'/4" 0.190 HWH 0.400 TEKS/1 0.018 0.095 0.220 Climaseal 12.14 x 3/4" 0.216 HWH 0.415 TEKS/1 0.018 0.095 0.205 Climaseal 1/4-14 x 2/s" 0.250 HWH 0.415 TEKS/1 0.018 0,095 0.380 Climaseal 10-16 x'/2" 0.190 Pan 0.365 TEKS/3 0.036 0,175 0.150 Climaseal 10-16 x 5/8" 0.190 Pan 0.365 TEKS/3 0.036 0.175 0200 Climaseal 10-16 x 3/4" 0.190 Pan 0.365 TEKS/3 0.036 0.175 0.325 Climaseal 10-16 x'/2" 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.150 Climaseal 10-16 x 5/3" 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.200 Climaseal 10-16 x 3/4" 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.325 Climaseal 10-16 x 1" 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.575 Climaseal 10-16 x 1" 0.190 Pan 0.365 TEKS/3 0.036 0.175 0.575 Climaseal 10-16 x 1'/4' 0.190 HWH 0.400 TEKSI3 0.036 0.175 0.825 Climaseal . 10-16 x 11/2" 0.190 HWH 0.400 TEKS/3 0.036 0.175 1.075 Climaseal 10-16 x 3/4" 0.190 HWH2 0.435 TEKS/3 0.036 0.175 0.323 E-Zinc 12-14 x 3/4" 0.216 HWH 0.415 TEKS/3 0.036 0.210 0.270 Climaseal 12-14 x 1" 0.216 HWH 0.415 TEKSl3 0.036 0.210 0.520 Climaseal 12-14 x 11/4' 0.216 HWH 0.415 TEKS/2 0.036 0.210 0.550 Climaseal 12-14 x 1'/2" 0,216 HWH 0.415 TEKS/2 0.036 0.210 0.800 Climaseal 12-14 x 2" 0.216 HWH 0.415 TEKS/3 0.036 0.210 1.450 Climaseal 12-14 x 2'/2" 0.216 HWH 0.415 TEKS/3 0.036 0.210 1.950 Cllmaseal 12-14 x 3" 0.216 HWH 0.415 TEKSl3 0.036 0.210 2.450 Climaseal 12-14 x 4" 0.216 HWH 0.415 TEKS/3 0.036 0.210 3.450 Climaseal 1/4-14 x 3/4" 0.250 HWH 0.500 TEKS/3 0.036 0.210 0.210 Climaseal 1/4-14 x 1" 0.250 HWH 0.500 TEKS/3 0.036 0.210 0.400 Climaseal 1/4-14 x 11/4' 0.250 HWH 0.500 TEKS/3 0.036 0.210 0.650 Climaseal '/4-14 x 1'/2" 0.250 HWH 0.500. TEKS/3 0.036 0.210 0.900 Climaseal 1/4-14 x 2" 0.250 HWH 0.500 TEKS/3 0.036 0.210 1.400 Climaseal '/4-14 x 2'/2" 0.250 HWH 0.500 TEKSl3 0.036 0.210 1.900 Climaseal 1/4-14 x 3" 0.250 HWH 0.500 TEKS/3 0.036 0.210 2.400 Climaseal 1/4-14x4" 0.250 HWH 0.500 TEKS/3 0.036 0.210 3.400 Climaseal 1/4-14 x 3/4" 0.250 HWH2 0.610 TEKS/3 0.036 0.210 0.250 Climaseal 1/4-14 x 1" 0.250 HWH2 0.610 TEKSl3 0.036 •0.210 0.500 Climaseal 12-24 x 71s" 0.216 HWH 0.415 TEKS/4 0.125 0.250 0.325 Cllmaseal 12-24 x 1'/4' 0.216 HWH 0.415 TEKS/4.5 0.125 0.375 0.575 Cllmaseal 12-24 x 1'/4' 0.216 HWH 0.415 TEKS/5 0.125 0.500 0.375 Climaseal 12-24 x 1'/2" 0.216 HWH 0.415 TEKSI5 0.125 0.500 0.625 Cilmaseal 12-24 x 2" 0.216 HWH 0.415 TEKS/5 0.125 0.500 1.125 Climaseal 1/4-28 x 3" 0.250 HWH 0.415 TEKS/5 0.125 0.500 2,150 Climaseal '/4-28x4" 0.250 HWH 0.415 TEKS/5 0.125 0,500 3.150 Climaseal 1/4-28 x 5i5 0.250 HWH 0.605 TEKS/5 0.125 0.500 4.150 Climaseal '/4-28 x 6i5 0.250 HWH 0.605 TEKS/5 0.125 0.500 5.150 Climaseal 1/4-28 x 8i5 0.250 HWH 0.605 TEKS/5 0.125 0.500 7,150 Cllmaseal For SI: 1 inch = 25.4 mm. ' Screw dimensions comply with ASME B18.6.4 (nom. size = nominal screw size, tip = threads per inch, length = inches). 2HWH with serrations. 3 Drilling capacity refers to the minimum and maximum total allowable thicknesses of material the fastener is designed to drill through, including any space between the layers. 4Length of load -bearing area is the total screw length minus the length from the screw point to the third full thread. See Figure 4. 5Partially threaded. Page 18 of 20 ESR-1976 I Most Widely Accepted and Trusted TABLE 2-ALLOWABLE TENSILE PULL-OUT LOADS (PNorl)), pounds-force''x,',4'5 Page 4 of 5 Steel F„ = 45 ksi, Applied Factor of Safety, f1=3.0 Screw Designation Nominal Di a meter Design Thickness of Member Not in Contact with the Screw Head (in) 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.105 0.125 0.187 0.250 10-16 0.190 44 58 73 87 116 145 182 254 303 6 6 12-14, 12-24 0.216 50 66 83 99 132 166 207 289 344 515 689 1/4-14, 1/4-28 0.250 57 77 96 115 153 191 239 335 398 596 797 For SI: 1 inch = 25.4 mm, 1 lbf =4.4 N, 1 ksi = 6.89 MPa. 'For tension connections, the least of the allowable pull-out, pullover, and fastener tension strength found in Tables 2, 3, and 5, respectively, must be used for design. 2ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 3The allowable pull-out capacity for other member thickness can be determined by interpolating within the table. 4To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD 4) factor of 0.5. °For F.= 68 ksi, multiply values by 1.29; for F„= 65 ksi, multiply values by 1.44. 60utside drilling capacity limits. TABLE 3-ALLOWABLE TENSILE PULLOVER LOADS (PNov!f2), pounds-force'. z,3.4'5 Steel Fu = 45 ksi, Applied Factor of Safety, 0=3.0 Screw Designation Nominal Diameter (in.) Head or Integral Washer Diameter (in.) Design Thickness of Member in Contact with the Screw Head (in) 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.105 0.125 0.187 0.250 Hex Washer Head (HWH) 10-16 0.190 0.400 162 216 270 324 432 540 675 945 1125 6 6 12-14, 12-24 . 0.216 0.415 168 224 280 336 448 560 700 980 1167 1746 2334 1/4-14,1/4-28 0.250 0.500 203 270 338 405 540 675 844 1181 1406 2104 2813 HWH with Serrations 10-16 0.190 0.435 176 235 294 352 470 587 734 1028 1223 6 6 1/4-14 0.250 0.610 203 270 338 405 540 675 844 1181 1406 2104 6 Phillips Pan Head 10-16 0.190 0.365 148 197 246 296 394 493 616 862 1027 6 6 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 MPa. 'For tension connections, the lower of the allowable pull-out, pullover, and fastener tension strength found in Tables 2, 3, and 5, respectively must be used for design. 2ANSWASME standard screw diameters were used in the calculations and are listed in the tables. 3The allowable pull -over capacity for other member thickness can be determined by interpolating within the table. 4To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD 4) factor of 0.5. °For Fu = 58 ksi, multiply values by 1.29; for Fu = 65 ksi, multiply values by 1.44. °Outside drilling capacity limits. Page 19 of 20 ESR-1976 I Most Widely Accepted and Trusted TABLE 4-ALLOWABLE SHEAR (BEARING) CAPACITY (Pus/CI), pounds-force1'2,3'4'5 Page 5 of 5 • Steel Fu = 45 ksi, Applied Factor of Safety, C1=3.0 Screw Designation Nominal Diameter (in.) Design Thickness of Member Not in Contact with the Screw Head (in) Des gn Thickness of Member in Contact with the Screw Head (in) 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.105 0.125 0.187 0.250 10-16 0.190 0.018 66 66 66 66 66 66 66 66 66 0.024 102 102 102 102 102 102 102 102 102 0.030 111 143 143 143 143 143 143 143 143 0.036 120 152 185 188 188 188 188 188 188 0.048 139 168 199 228 289 289 289 289 289 0.060 139 185 213 239 327 404 404 404 404 0.075 139 185 231 251 337 427 564 564 564 0.105 139 185 231 277 356 436 570 808 808 0.125 139 185 231 277 369 442 571 808 962 12-14 12-24 0.216 0.018 71 71 71 71 71 71 71 71 71 71 71 0.024 109 109 109 109 109 109 109 109 109 109 109 0.030 125 152 152 152 152 152 152 152 152 152 152 0.036 136 170 205 200 200 200 200 200 200 200 200 0.048 157 190 223 253 308 308 308 308 308 308 308 0.060 157 210 240 266 362 430 430 430. 430 430 430 0.075 157 210 262. 282 375 468 601 601 601 601 601 0.105 157 210 262 315 402 483 624 919 919 919 919 0.125 157 210 262 315 420 494 629 919 1094 1094 1094 0.187 157 210 262 315 420 525 642 919 1094 1636 1636 0.250 157 210 262 315 420 525 656 919 1094 1636 2187 i1/4-1 a /4-26 0.018 76 76 76 76 76 76 76 76 76 76 76 0.024 117 117 117 117 117 117 117 117 117 117 117 0.030 142 164 164 164 164 164 164 164 164 164 164 0.036 156 193 215 215 215 215 215 215 215 215 215 0.048 182 218 253 283 331 331 331 331 331 331 331 0.250 0.060 182 243 276 300 406 463 463 463 463 463 463 0.075 182 243 304 322 424 521 647 647 647 647 647 0.105 182 243 304 365 461 544 694 1063 1063 1063 1063 0.125 182 243 304 365 486 560 703 1063 1266 1266 1266 0.187 182 243 304 365 486 608 731 1063 1266 1893 1893 0.250 182 243 304 365 486 608 759 1063 1266 1893 2531 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksl = 6.89 MPa. 'The lower of the allowable shear (bearing) and the allowable fastener shear strength found in Tables 4 and 5, respectively, must be used for design. 2ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 3The allowable bearing capacity for other member thickness can be determined by interpolating within the table. 'To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD 4) factor of 0.5. 6For F = 58 ksi, multiply values by 1.29; for F = 65 ksi, multiply values by 1.44. °Shear values do not apply to 5, 6 and 8-inch-long 1/4-28 screws, due to the fact that they are not fully threaded. TABLE 5-FASTENER STRENGTH OF SCREWS,2'3'4'6 SCREW DESIGNATION DIAMETER (In.) ALLOWABLE FASTENER STRENGTH NOMINAL FASTENER STRENGTH Tensile, P,JC) (Ib) Shear, P„ /C2 (Ib) Tensile, P,, (Ib) Shear, Ps, (Ib) 10-16 0.190 885 573 2654 1718 12-14 0.216 1184 724 3551 2171 12-24 0.216 1583 885 4750 2654 1/4-14 0.250 1605- 990 4816 2970 1/4-28 0.250 1922 1308 5767 3925 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6,89 MPa. 'For tension connections, the least of the allowable pull-out, pullover, and fastener tension strength found in Tables 2, 3, and 5, respectively, must be used for design. 'For shear connection, the lower of the allowable shear (bearing) and the allowable fastener shear strength found in Table 4 and 5, respectively, must be used for design. 'See Section 4.1 for fastener spacing and end distance requirements. 'Nominal strengths are based on laboratory tests; 6To calculate LRFD values, multiply nominal strength values by the LRFD rp factor of 0.5. Page 20 of 20