Loading...
Specifications (10) • 9. • 6(,) kC‘ IOS STRUCTURAL CALCULATIONS FOR TIGARD TRIANGLE COMMONS - BLDG 1 GLASS CANOPY ' D P1 AY 3 1 2007 ClT (7,7 fGARD BLELEONC DiVISION - 11850 SW 67th Avenue Tigard, Oregon 97223 v ° ° � 0 N MAJOcoRRECT1DNS • • o REVISE AND RESUBMIT T}Ils REVIEW IS FOR GENERAL: CONFORMANCE OF DE GN LOADS AND METHODOLOGY ONLY. ANY DEVIATION FR$M PLANS OR SPECIHCATIONS NOT CLEARLY NOTED BY E CONTRACTOR OR THEIR ENGINEER HAS NOT BEEN REVI D. Q PR REVIEW SHALL NOT CONSTITUTE A COMPLETE CHECK OF ��� GCS' DETAILED CALCULATIONS OR SERVE TO RELIEVE HE S CONTRACTOR AND THEIR ENGINEER OF CONTRACT AL RESPONSIBILITY FOR ANY ERROR OR DEVIATION FR I M j p CONTRACT DO AND BUILDING CODE REQUIREMENTS r ! MI ENGINEERING c- OAP 6 1� 4 30 `y1 2-` f V 7 B 5 T �G ✓ � Date ie SAM G g� 1 EXPIRES: 12 / 31 / 2007 I • BK Engineers, Inc. HAS SUPERVISED TIE DESIGN OF ARCHITECTURAL METALS IN REGARDS TO STRUCTURAL ADEQUACY ONLY. BK.E.I. IS NOT RESPONSIBLE FOR DIMENSIONAL ACCURACY NOR THE WEATHERING ABILITY AND /OR PERFORMANCE OF Contents ARCHITECTURAL METALS. Calculations I - 4 ASTM E -1300 Glass Design 5 - 6 Fastener Load Tables El Contact Person: Shane A Empey IXT • Project: TIGARD TRIANGLE COMMONS - BLDG 1 yy STRUCTURAL Client: DEA MOR I roj. No 06 -422 ` x s '7 ENGINEERS Date: NOVEMBER06 By: SAE Sheet No COVER 2700 SE IiARR1SON STREET.. NIL\VAUKIE OR. 97222. 503- 607 -0491. FAN 503 -607 -0496 shane@bkengineers cnm • DESIGN CRITERIA BASED ON 2003 IBC DEAD LOAD = 6.5 PSF SNOW LOAD = 25 PSF 22 PSF drift at bldg edge 0 • PSF drift 5 ft from bldg edge WIND LOAD : 7 . q = -00256 x !G x 14, x14, x V I (ASCE1 t = 10 -P= q,,(- GC q,(+GC (ASCE1 Eq. 6 . . ±P =. q,,( 4GC - q -GC . .(ASCE1. Eq -.6 -23) Components and Cladding Wind Loads Using ASCE 7 -02 Method 2 for hm <or= 90.ft • Kd: 0.85 roof v "" GC " +" GC " - / +" GC walls " " GC " +" GC " - / +" GC V (mph): 100 zone 1 -1.00 0.30 0.18 zone 4 -1.10 1.00 0.18 L: 1.00 zone 2 -1.80 • 0.30 0.18 zone 5 -1.40 1.00 0.18 Trib (ft 10 zone 3 -2.80 • 0.30 0.18 0 <= 7 deg. Enclosed Buildings ROOF WALLS Exposure B zone 1 zone 2 zone 3 zone 4 zone 5 Height (ft) 4, (psf) " +P" (psf) " -P" (psf) " + P" (psf) " -P (psf) " +P" (psf) ' -P„ (psf) " +P., (psf) " -P" (psf) " +P" (psf) " -P" (psf) 40 0.76 16.6 7.9 -19.5 7.9 -32.8 7.9 -49.3 19.5 -21.2 19.5 -26.2 r „£ INC. Project: TIGARD TRIANGLE COMMONS - BLDG 1 , � x. ,x' f 11 • ?- STRUCTURAL Client: DEA MOR Proj. No 06 -422 v � ; I I ENGINEERS Date NOVEMBER 06 By SAE Sheet No.: 1 2700 SE ILARRISON STREET.. MILWAUKIE OR. 97222.503-607-0481. FA>, 503 607 -0486. Shane @bkengineers coin • Snow Drift Analysis Snow Load Design Data Pf 25.0 psf Drift Type Roof Projection Upper Roof Pitch 1 / 12 Pg 25.0 psf Input Data Wb upper 60.0 ft. Pg - Basic Snow Load Wb lower 12.00 ft. Wb - Upper Roof Dimension S 0.0 ft Wd - Surcharge Dimension hr 30.00 ft. S - Horizontal Spacing Between Roofs hr - Vertical Spacing Between Roofs Wd 5.19 ft. Drift Surcharge Only Considered When Drift Surcharge Applies ? (hr- hb) /hb >0.2 19.70 Yes • hd ='h (0.43 (Wb ^(1/3)) ((Pg + 10) ^(1/4)) - 1.5) 1.30 ft. hb = Pf/ D 1.45 ft. D = 0.13Pg + 14.0 <= 35 pcf 17.25 pcf SUMMARY Drift Surcharge No Sliding Snow Pm= D(hd +hb) < =Dhr 47.4 psf - Base (Pf) 25.0 psf Drift =Pm - Base 22.4 psf Drift at Lower Roof Edge 0.0 •psf DRIFT AT DRIFT LOWER ROOF - -, Pitch Pf ' Wd • ' U 1.46hd ti d °° �J:J- / hr Pt ' f hb • Wb uppr .___.._.._.___._...__ r Wb lower ;- N v Project: TIGARD TRIANGLE COMMONS - BLDG 1 • STRUCTURAL Client: DEA MOR Proj. No 06 -422 • ENGINEERS Date: NOVEMBER 06 By SAE Sheet No ? 2700 SE IIARRISON STREET.. MILWAIJKIE C)R. 97222. 503- 607 -0481. FA); 50:3- 607 -0486. shane @bkengineers.com •: CANOPY TUBE RAFTER 4 1/2" Canopy Bar CANOPY TUBE RAFTER ACTS AS A SIMPLE # OF BARS 1 SUPPORTED BEAM UNDER UNIFORM LOADING. K= 1.00 I (in 4.07 WDSI r (in)= 1.42 L (ft)= 9.00 11111 11111 kL/r= 76.24 A A Lb (ft)= 9 12 -0° X X kL 76.24 TRIG= 3.0 FT dl (psf): 6.5 sl (psf): 43 UDL= 3.0 • 1 = 21.0 pir wl (psf): 50 MEMBER CHECK (LC1: DL + SL) Ust. 3.0. • 50= 150.0 . pir .. • .... Trib (ft): 3.000 • V (Ib)= 668.25 Jw. 3.0. • 50= 150.0 pir ( OUTWARD , . .... . A (in 2.03 fv (ksi)= 0.49 Fv (ksi)= 12.00 OK M (Ib -ft)= 1503.56 S (in 1.65 • f (ksi)= 10.94 FB (ksi)= 11.13 OK defl (L/ #): 200.51 OK MEMBER CHECK (LC2: .6 *DL + WL) Trib (ft): 3.000 V (Ib)= 622.35 A (in 2.03 fv (ksi)= 0.46 Fv (ksi)= 8.50 OK M (Ib -ft)= 1400.29 S (in 1.65 f (ksi)= 10.18 FB (ksi)= 11.13 OK An (in)= 0.50 = L/215 OK ; INC o Project: TIGARD TRIANGLE COMMONS - BLDG 1 `K %rah ' STRUCTURAL Client: DEA MOR Proj. No 06 -422 ,' Y t y � 4f ENGINEERS Date: NOVEMBER 06 By SAE Sheet No.: 3 2700 SE I IARRISON STREET.. M11LR'AUKIE OR. 97222. 503 -607 -0481. FAX 503 - 607 -0486. shane @bkengineers.com CONNECTION CHECKS (4) "14 shear screws Pwind= (49- 4)•(3•I2/2): 810" /raFter e ea raFter /// (lcl: d1+s1) .� V =Pd= 615 " /rafter (Icl: dl +sl) '� V =Pw= 810 " /rafter (Ic2: .6•dl+w1) Vcap = 364 " /screw (4) "14 e ea raFter OK " 4 (4) •14 s pry screws 0 9 ea rafter (Ic2: .6 •dl +wI) V =Pw= 810 °A-carter. Vcap= .364 " /screw Pd= 25(3.12/2) +22(3.5/2)= 615" /raFter Tpry = Pw•(.5/.75)= .540 •/raFter. Tcap= 630 " /screw Pwind=(49- 4)•(3.12/2)= 8I0" /rafter 810 540 + �: = 3:0 screws /rafter(36 ") r' • _ 364 630 �..; - -- - -,.. 1 .%7% (4) " I4 screws OK im�� � � % ;6i, s f ,,, „ �, l2) a'x2' ' alum angles j e ea rafter /// (lcl: dl +sl) C =Pd= 615 •/rafter (ic1: dl +sl) A= (2).25.2.5= 1.25 in' . (Ic2: .6'd1 +w1) fc = 0.50 ks i Pd= 25(3.12/2) +22(3.5/2 615" /rafter kl /r = 1.2.5 / .072 = 34.6 F 14. 0.0 - 14•( 34.6 )= 11.6 KSI THERMAL EXPANSION 9 5" EAVE ANGLE (2) 1/4' angles OK L =.9.0 ft . . . .. ATL= 120 deg. F E = 0.00128 OL = 0.00I28.120•( 9.0 .12)/100 = 0.166 in HAVING (2) EXPANSION ENDS CONNECTIONS OK BY INSPECTION "� C o Project: Pro� TIGARD TRIANGLE COMMONS - BLDG 1 M. STRUCTURAL Client: DEA MOR Proj. No 06 -422 /� ENGINEERS Date: NOVEMBER06 By SAE Sheet No 4 2700 S0 IIARRISON STREET.. MILWAUKIE 09. 97222. 503 607 -0481, FA?( 503 - 607 -0486. shone @bkengineers.com r 1 Am .. Multiple Lite Input Printout -- 8 Z M Z Width Height Wind Load Snow Load Glazing Edge Lite Shod Duration Long Duration ' Results Design 1 `' F, (Unsupported) (Supported) (30 day) Angle Support Description Load Load Standard Resistance Resistance z • ` (in.) (in.) (psf) (psf) (degrees) (psf) (Pst) (ASTM E -1300) M cn M'i 0 36.0 72.0 100 50.0 10.0 2 Sides 1/2" Lam HS 118 76 5 OK 02/03 a 2 rn 0 x N N N _= SQ I 61 rD • CD • `1 O O C F.3 < a cm oi P t ( 00 , J a o rn 3 O z -o V a .../1 4:. Window Glass Design 2004 - Version [1.2] Copyright © 2002 SDG, Inc. Page 1 of 2 Glass• Lbad Resistance Report -- Glazing Information Project Details Edge Supports: 2 Sides Project Name: Glazing Angle: 10° Location: Lite Dimensions: Comments: Unsupported Length: 36.0 in. Supported Length: 72.0 in. Glass Construction (Rectangular) Single Glazed Lite { Heat Strengthened } Interlayer Type: PVB Outboard Ply Thickness: 1/4 in. Interlayer Thickness: 0.06 in. Inboard Ply Thickness: 1/4 in. Nominal Thickness: 1/2 in. Short Load Duration, Resistance, and Deflection Data Load (- 3 sec.) + Glass Weight: 106 psf Load Resistance: 118 psf Approximate center of glass deflection: 0.32 in. Long Load Duration, Resistance, and Deflection Data Load (- 30 days) + Glass Weight: 54.6 psf Load Resistance: 76.5 psf Approximate center of glass deflection: 0.17 in. Conclusion Based on your design information, the load resistance is greater than or equal to the specified loading. Statement of Compliance Procedures followed in determining the resistance of this window glass are in accordance with ASTM E1300- 02/03. Disclaimer: This software can be used to determine the load resistance of specified glass types exposed to uniform lateral loads of short or long duration subject to the fallowing conditions. - The glass is free of edge and surface damage and has been properly glazed in the opening in conformance with the manufacturer's recommendations. - Procedures exist to determine load resistance for rectangular glass assemblies that are: a. Continuously supported along all four edges, b. Continuously supported along three edges, c. Continuously supported along two parallel edges, and d. Continuously supported along one edge. - The software user has the responsibility of selecting the correct procedures for the required application from the software. - The stiffness of members supporting any glass edge shall be sufficient that under design load, edge deflections shall not exceed U175, where L denotes that length of the supported edge. - The non - factored load values for laminated glass are representative of test data and calculations performed for an interlayer at a temperature of 50 C (122 F). For other limiting conditions that may apply, refer 10 Section 5 of ASTM E1300 and local building codes. Neither SDG nor PGMC guarantees and each disclaims any responsibility for any particular results relating to the use of the Window Glass Design 2004 Software Program. SDG and PGMC disclaim any liability tor any personal injury or any loss or damage of any kind, including all indirect, special, or consequential damages and lost profits, • arising out of. or relating to the use of the Window Glass Design 2004 Software Program. Prepared by on 11 /7/20n6 Elt Project: TIGARD TRIANGLE COMMONS - BLDG 1 r e rsi o n n � U�21 � Copyright © 2002 SDG, Inc. Page 2 of 2 STRUCTURAL Client: DEA MOR Prot. No.: 06 - 422 my!. • \ ; ENGINEERS Date: NOVEMBER 06 By: SAE Sheet No.: 6 2700 SE HARRISON STREET.. MILWAUKIE OR, 97222, 503 -607 -0481. FAX 503 - 607 -0486. shane@bkengineers.com v • ` • 1'9. FASTENER LOAD TABLES 'Spaced Threads: • D. Spaced Threads TABLE 25 . STAINLESS STEEL • Alloy Groups 1, 2 and 3, Condition AF D K Minimum Material Thickness to Nominal Nominal Basic A(R) Allowable Allowable Shear Bearing (Pounds) Equal Tamils Capacity of Fastener Throad Thread • Minor Thread Tension (In.) Diameter & Diameter Diameter Root Area (Pounds) Singte Double ve' S*. i /e Al. 1/6 Al. Thread /inch (Inch) (inch) (S9- In -) (Pounds) ( Pounds) A36 6063 -TS 6063-76 A36 6063-T5 6063 -T8 16.20 0.1380 0.0997 0.0078 265 153 306 1201 278 414 0.100 0.208 0.152 18-18 0.1640 0.1257 0.0124 422 243 487 1427 328 492 0.130 0.285 0.205 • *10-16 0.1900 0.1389 0.0152 517 298 597 1653 380 570 0.136 0.285 0.208 *12-14 0.2160 0.1649 0.0214 728 420 840 1879 432 648 0.161 0.349 0.252 1/4 -14 0.2500 0.1887 0.0280 952' 550 - 1099 2175 500 750 0.182 0.389 0.282 5/1612 0.3125 0.2443 00409 1595 921 1841 2719 625 938 0.230 0.541 0.362 3/8.12 0.3750 0.2983 0.0699 2377 1372 2744 3262 750 1125 0.276 0.658 0.438 ? F.. 0.40F F (fAinimum Ultimate Tensile Strength) ' 05,000 psi A(fl) = 7854K F (Minimum Tensile Yield Strength) 50,000 psi Allowable tension - 0.40F, (A(R)) • Whore: A(9) = Thread Root Area. sq.in- K Basic Minor Diameter, in. F - 0 '� F. . . v3 • Allowable shear (Single) - F.{A(R)) TABLE 26 STAINLESS STEEL •Alloy Group 1. 2 and 3, Condition A D K Minimum Material Thickness to Nominal Nominal Basic A(R) Allowable Allowable Shear Bearing (Pounds) Equal Tonal'. Capacity of Fastener Thread Thread Minor Thread Tension (In.) Diameter d Diameter Diameter Root Area (Pounds) Single Double 1/8' SL 1/8' AI. 178' Al. Thread/Inch (Inch) (Inch) (Sq. In.) (Pounds) (Pounds) A36 6063 -TS 6063 -•6 A36 6063 -T5 6063 -T6 r *6.20 0.1380 0.0997 0.0078 ' 175 101 203 1201 276 414 0.077 0.148 0.111 *8-18 0.1540 0.1257 0.0124 279 161 322 1427 328 492 0.096 0.199 0.146 *10 -16 0.1900 0.1389 0.0152 342 197 395 1653 360 570 0.104 0.203 0.152 *12-14 0.2160 0.1649 0.0214 481 278 556 1879 432 648 0.121 0.245 0.181 1/4 -14 0.2500 0.1887 0.0280 630 364 727 2175 500 750 0.137 0.274 0.203- 5116-12 0.3125 0.2443 0.0469 1055 609 1218 2719 625 9.38 0.171 0.352 0.259 3/8 -12 0.3750 0.2983 0.0699 1573 908 1816 3262 750 1125 0.204 0.426 0.311 a F. • 0.75F F (Minimum Ultimata Tensile Strength) ' : 75.000 psi A(t1) = 7654K • F (Minimum Tensile Yield Strength) • . 30.000 psi Allowable tension - 0.76F (A(9)) Where: A(Ft) = Thread fiool Area, t:a. irr. r K = f3nsic Minor Dinmolor. in. F. • a? F r . 4 Allowable shear (Single) - 0.75 F r (WR)) .. - • f TAFT= • • .. STAINLESS STEEL • Alloy Groupe 1, 2 and 3, Condition CW .. D K Minimum Material Thickness to Nominal Nominal Basic A(R) Allowable Allowable Shear Bearing (Pounds) Equal Tensile Capacity of Fastener Thread Thread Minor Thread Tension (In.) Diameter IL Diameter Diameter Root Area (Pounds) Single Double 1/8' St. 1/8' Al. 1/8' At. • Thread/Inch (Inch) (Inch) (S4- In) (Pounds) (Pounds) A36 6063 -TS 6063 -T6 A36 6063 -TS 6063 -16 r 1 1 *6.20 0.1380 0.0997 0.0078 312 160 360 1201 276 414 0.112 0.240 0.174 *8.18 0.1640 0.1257 0.0124 496 286 573 1427 328 492 0.147 0.329 0.235 *10-16 0.1900 0.1389 0.0152 608 351 702 1653 380 570 0.153 0.328 0.238 *12-14 0.2160 0.1649 0.0214 856 494 988 1879 432 648 0.182 0.403 0.289 1/4-14 0.2500 0.1887 0.0280 1 120 647 1293 2175 500 750 0.205 0.449 0.323 5/16 -12 0.3125 0.2443 0.0469 1876 1083 2166 2719 625 938 0.260 0.627 0:416 318 -12 0 -3750 0.2983 0.0699 2796 1614 3229 3262 750 1125 0.313 0.763 0.505 F F (Minimum Ultimate Tensile Strength) 100,000 psi A(11) = 7854K • 0.40F F . 3- (Minimum Tensile Yield Strength) • 65.000 psi Allowable tension - 0.40F. {A(R)) • Where- A(R) = Thread Root Area. sq. in. K = Basic Minor Diameter, In F, - 0.40 F• • JS Aloahle shoat (Single) - 0 w F.{A(R)) ,.3 • �r , , .' , .../ fr I NC . Project: TIGARD TRIANGLE COMMONS - BLDG 1 ,,4 '`.,...4 y STRUCTURAL Client: DEA MOR Proj. No 06 -422 . ra y�rfzi y l y Fte,-, " f ENGINEERS Date: NOVEMBER 06 By SAE Sheet No. El 2700 SE HARRISON STREET.. MILWAUKIE OR. 97222. 503 - 607 -0481. FAX 503 -607- 0486. shane@bkengineers.com