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Zeyn B. Uzman, PE Project City of Tigard Shelter 305 Charleston Greene Project * OR -0064 Malvern, PA 19355 Designer zbu Date 10- Jun -09 (217) 652 -8737 Checked Date SPECIAL INSPECTION REQUIRED Project Data: State of Ore!, on Structural S. ecial Code • of Tigard Shelter ❑ Concrete and Reinforcing Steel Tigard, Oregon E3- ' lofts installed in Concrete ❑ Special Moment- Resisting Concrete Frame Client: ❑ Reinforcing Steel 8 Prestressing Steel Tendons atural Structures ❑ Structural Welding Baker City, Oregon ❑ High- Strength olting 3 -0224 00 PROp TIGARD ❑ Structural Masonry • �4.. - G(NE . / Appi+pVed •••••••.. w Conditionally Approved ❑ Reinforced Gypsum Concrete 69163PE r Con ••'••"• j See Lester to: Follow ........•...w... ❑ insulating Concrete Fill •••,•• • ❑ Spray Applied Fire - Resistive Materials SAT E GOZ OO .„ 5 ; . w , — ❑ Pilings, Drilled Piers and Caissons 4 YN g oZMP B TP44U1 • fi hf ;a ❑ Shotcrete '`tr E777 ave p re red unde Special Grading, Excavation and Filling been unst!r n C I Smoke- Control Systems Other Inspections Signature /•10/2009 Date 6/30/2010 Expiration Date OFFICE COPY Natural Structures Shelter Engineering Request Project Name: City of Tigard NS Job #: 09 -S121E Date: 06 -09 -09 Project Location: Tigard, Oregon State for Engineering Stamp: OR # Copies Required: (6) copies Sign & Stamp Each Page: No xxxxxx Shelter Size 40' Hexagon Shelter White Mountain Shelter with Steel Posts and Steel Beams Snow Load 30# Wind Load 94.5 MPH, Class C Roof Pitch 4/12 Post Size 8 x 8 x 3/16" Rect Tube Post Top Plate 1 x 4 x 15 -1/2" (2) 3/4" Bolts @ 12 -1/2" Gage Base Plate 5/8 x 10 x 10 (1) Centered Epoxy Anchor Bolt Beam Material 8 x 4 x 3/16 Rect Tube Hip Beam 6 x 4 x 3/16 Rect Tube Bottom Purlins (Tension Ring) 4 x 4 x 1/8 Rect Tube Middle & Upper Purlins Roof Decking 2 x 6 Fir T &G (6) Triangular Sections, Run Perpendicular to Eave (Pre -Cut) Roof Material Standing Seam Metal 12" Wide Coverage Per Panel (Pre - Roofing Cut) Footings 36" Diameter Footing 32" Round Pier Style Footing With Deck Deep (36" Dp Incl Deck) Slab Poured Over Top Anchor Bolts 1 per post Anchor Bolt Epoxy Style Anchor Bolt 1 x 14 Zinc Size Notes: ■ IT•I9/16 C-1.60116 Ir -112 0. 2 X 8 FIR FACIA BOARD C1 BOLTS A r� V v0:4 s• 2 3RI MIDDLE PURLIN ° ,� 2 X 6 TSG FIR C1 PURUN `/ s ROOF DECKING (RUN VERTICAL 15.8718' � AND TRIM CUT) C1 PURUN — 1 7 5.2318 AFJPPER PURLIN � � • � %� C1 PURIIN 30 -TI1nG —� � l� �s 3Pa11AV �` CTROFFTGS w -- - -- /~ 74,„ FACIA FLATS `\ / // - — - . 100, / 1 COMPRESSION \ / RING \ 1T -85n6• s• II 2 CTR OF FTCS \ / - - \ c1 Bars LOWER PURUN� \ / 1 40'•0'FA IADIAGONAL 2 X8 FACIA COMPRESSION RING HIP BEAM — I �__■ II -ice'` t I 13 -11 1311 I 6. LOWER PURLIN I HIP BEAM 1' HIDDEN 2 X 8 FACIA ANCHOR (41 I4DDLEPURUN I T - 6' DECK LEVEL CENTER OF 8 X8 X3/16 EACH POST UPPER PURLIN STEEL POST I I f , e -1olo 1T -85/16 a -1o11e SHEET 1 OF 4 WHITE MOUNTAIN 40' HEX SHELTER r MODEL: 98- HEX40 -4T -SPSB 4/12 SHELTER (40' HEXAGON STEEL POSTS & BEAMS) SCALE: NONE © 2001 REV 06/05/09 Natural a tura1 / Structures' P.O. BOX 270, BAKER CITY, OR 97814 PHONE: (541) 523 -0224 FAX (541) 523 -0231 ' ` (2) 31441NC X 2' LG HEX HD BOLT WI2SAE WASHERS, 1- LOCK WASHER AND 1-NUT REQUIRED AT EACH PURLIN- HIP BEAM CONNECTION (2) 3 /44JNC X 2' LG HEX HD BOLT W/iSAE WASH 1 -LOCK 10 X10 *\ WASHER PER POST ER AND CONNEC110N BASEPLATE l % 1S8X4X3M6 e jr. > HIP BEAM �' %� ` TS6X4X3/16 �/� PURUN 8 X 8 PURUN CONNECTION POST BRKT 114 PL WIGUSSET 1. DETAIL B 1 X4 POST TOP PLATE PURLIN IHIP BEAM CONNECTION \� W/2- 1OLES©124 2X8FACIA ,� 4 114 X 3 TEK SCREW 1� (2-EA END) 2 X 8 FIR FACIA 4ipip TS 8 X8 X 3 /I6 BEVEL CUT 1-END IN STEEL POST FIELD TO MATCH DETAIL C FACIA I HIP BEAM CONNECTION DETAIL D TOP OF POST CONNECTION HEXAGONAL STEEL COMPRESSION RING TS8X8X3/16 CONCRETE SLAB STEEL POST 4' OR THICKER KEYHO INTERIOR LE BOLT ACCESS (COVE R 31441NC X 2' LG PLATE PROVIDED) HEX HD Wit - SAE WASHER 81 -LOCK HIP BEAM WASHER PER HIP i (6 PLCS) AWEE BEAM CONNECTION I ); I��I 6X6WELDED ` 2X6 FIRT &G � WIRE FABRIC ROOF DECKING Ai , #4 REIM UPRIGHT i ` N3 REBAR CROSS ' / I. DIA ZINC AIR EPDXY ANCHOR CONCRETE FOOTING 36' BOLT X 14' LG W/ 3' EXPOSED rHRO DETAIL E DIAMETER X 32' DEEP DETAIL A POST FOOTING AND FOUNDA11ON COMPRESSION RING @ TOP SHEET 2 OF 4 40' HEX SHELTER CONNECTION DETAILS MODEL: 98- HEX40 -4T -SPSB 4/12 SHELTER (STEEL POSTS AND STEEL BEAMS) SCALE: NONE © 2002 REV 06/05/09 Natural tural S tru(i tureis P.O. BOX 270, BAKER CITY, OR 97814 PHONE: (541) 523 -0224 FAX (541) 523 -0231 SLAB AREA 34' -111n6" 1.00145 SO FT 34'•711116' SLAB FLATS FACIA FLATS i ,fir / NI 0' / / , , \ , CTR OF FIGS FACIA SIDE \ / \ // \ /" \ ,, \ / \ IROF F 6' CTR OF TGS , ' \ / ' , \ i, SEE DETAIL SHEET / / I FOR FOOTING SPECS \ / \ / /' \ / EDGE OF FACIA \ / \ 1T -85/18' / \ CTR OF FIGS \ ,' —`� I � — — '/ -----'■ ' W ill. EDGE OF SLAB 17.89/16 - SLAB SIDE 37 - /16' IMPORTANT NOTE: SLAB DIAG CUTE' SO (MIN.) IN SLAB WIRE FABRIC FACIA DIAL OVER EA FOOTING CENTER TO ALLOW FOR EPDXY ANCHOR 4' MINIMUM /— TOP OF CONCRETE SLAB l r - r r r F p. I I I , I I I , 3'• 0' i_ r = -+ r =•� 36'DIA r--i r L 8.- 10118' I 1r- 85/16' I F-101/8" 1 35'.49/16' CONCRETE FOOTING 2500 PSI MINIMUM RATING. SURF MOUNT (EPDXY SOIL BEARING STRENGTH 1500 PSF OR GREATER. SHEET 3 OF 4 WHITE MOUNTAIN 40' HEXAGON SHELTER MODEL: 98- HEX40 -4T -SPSB 4/12 SHELTER (STEEL POSTS AND STEEL BEAMS) ©22001 REV 06/05/09 SCALE: NONE Natural a tural StruCi tures P.O. BOX 270, BAKER CITY, OR 97814 PHONE: (541) 523 -0224 FAX (541) 523 -0231 8X8X3/16 6 X 6 WELDED RECT TUBING WIRE FABRIC ACCESS HOLE (COVER PROVIDED) 1 "DIAX14 "GALV 112 X10 X10 BASE ATR EPDXY ANCHOR - - PL W /HOLE CTR'D F 0 4 1 "MIN 4" SLAB SHOWN 18 #4 REBAR UPRIGHTS (4- TOTAL) 32 L, #3 REBAR CROSS W16" MIN CRN LAP - 20 ---- CONCRETE FOOTING 36 SOIL BEARING STRENGTH 2500 PSI MINIMUM 1500 PSF OR GREATER POST FOOTING AND FOUNDATION MODEL: 98- HEX40 -4T -SPSB 40' HEXAGON SHELTER (4/12 PITCH) SCALE: NONE © 2001 REV 06 /05 /09 VNTH 8 X 8 X 3/16 STEEL POSTS SHEET 4 OF 4 Natural struc tures P.O. BOX 270, BAKER CITY, OR 97814 PHONE: (541) 523 -0224 FAX (541) 523 -0231 Job D 2.00!0 4 Sheet No. / Of Zeyn B. Uzman, PE, F.NSPE Calculated By ? Date 9 '1 d9/497 305 Charleston Greene Checked By Date Marn, PA 1355 Scale (217 652 -673 (610) 407 -7085 fax zeynu ®aol.corn ' Iiiiiiiiiiiiiiiiii1111111111111 ■■■■■■■■ME ■R ■■MM■■■■■■■■■■■■■■■ ■■■■■■■■MEEMM ■M ■■■■■■■■■■■■■■■■ ■■■■■■■■rE ■M■MEM■■■■■■■■■■■■■■■ :131'11 " 1 ETTII VI n / r 1 Zeyn B. Uzman, PE Project City of Tigard Shelter 305 Charleston Greene Project # OR -0064 Malvem, PA 19355 Designer zbu Date 6/10/2009 (217) 852 -6737 Checked Date Wind Load on Shelter: Location: Tigard, OR Building Height: 15 ft Design Load Based on ASCE 7 -05 Wind Speed: 95 mph Wind Force: F = g q = 0.00256K I = 1 G = 0.85 Kz = 0.85 Exp C CNw = 1.1 qz = 16.7 pst Kzt = 1 CNL -0.4 Kd = 0.85 F = 21.3 psf A, • the moisture content in- service exceeds 19% for an extended period of tune, the tabular design values shall be ■ i ` } StI" 4. multiplied by the wet service factor, C,,, as follows: , CM i 0.1..4.! }i 'When (F X (CO < 1150 psi, C = 1.0 for bending. ;';ff }.}, 0.85' t 67 0.9 ,;':?'...::i.'• 'Repetitive member use values. r;' t. 'The tabulated values for modulus of elasticity are the average for the species grouping. For information con- ,i144:,..:-.- i` ; ' corning coefficient of variation of modulus of elasticity, see the appropriate grading rules for the species. ';,i, a�; ; ' - ° Stresses listed are as assigned by the following grading rules agencies: NELMA (1), NLGA Canadian 2 • WWPA (3), WCI.IB (4), SPIB (5) and RIS (6). " }' • 'f';; , , 'If specified as "close grain," California Redwood select decking is assigned a bending stress value of 1850 psi n( - .. and a modulus of elasticity value of 1,400,000 psi when used at 19% M.C. r.::.i, y Y 3t,,, TABLE 4 Two Inch Nominal Thickness Allowable Roof Load Limited by Bending 5 °J'' " ". ,,,, • •.., Allowable Uniformly Distributed Total Roof Load °, ps(-• .• " . , • , Bending Simple Span, ft Controlled Random Layup Span, ft Stress, ''ii i'V psi 6 7 8 9 10 11 12 6 7 8 9 10 11 12 ;c., , : -.,. ".`or. , . 875 73 54 41 32 26 22 18 61 45 34 27 22 18 15 '1,?,';',.' el 950 79 58 44 35 28 24 20 66 48 37 30 24 20 16 , 1000 83 61 47 37 30 25 21 69 51 39 31 25 21 17 1" . 1050 88 64 49 39 32 26 22 73 54 41 33 26 22 18 1100 92 67 52 41 33 27 23 76 56 43 34 28 23 19 1150 96 70 54 42 34 28 24 80 59 45 36 29 24 20 1200 100 73 56 44 36 30 25 83 61 47 38 30 25 21 1250 104 76 58 46 38 31 26 87 64 49 39 31 26 22 I.)i'i),;1 • 1300 108 80 61 48 39 32 27 90 66 51 41 32 27 22 `,'S "' "`''';. 1350 112 .83 63 50 40 33 28 94 69 53 42 34 28 23 .';1:; '1 1400 117 86 66 52 42 35 29 97 71 55 44 35 29 24 ,.:' ari4 �„ . 1450 121 89 68 54 44 36 30 101 74 57 45 36 30 25 1i };;': 1500 125 92 70 56 45 37 31 104 76 58 47 38 31 26 ? <• # ;,?Y'd „: ?. - 1550 129 95 73 57 46 38 32 108 79 60 , k8 39 32 27 . ; i., „. 1600 133 98 75 59 48 40 33 111 82 62 50 40 33 28 `'ict is ` 1650 138 101 77 61 50 41 34 114 84 64 52 41 34 29 - l,';;:;,. , 1700 142 104 80 63 51 42 35 118 87 66 53 42 35 30 .),,-., . 1750 146 107 82 65 52 43 36 122 89 68 55 44 36 30 1900 158 116 89 70 57 47 40 132 97 74 60 48 39 33 "=,•. 2000 167 122 94 74 60 50 42 139 102 78 63 50 41 35 ;4, 1':: °Based on l in. net thickness. To determine allowable loads for 1 , in. net thickness, multiply tabulated values ; C•'• by 0.918. I!° ”- ° 'Co determine allowable uniformly distributed total roof loads for other span conditions, use simple span load l.' values for combination simple and two -span continuous, and two -span continuous layups; and use controlled random layup load values for cantilevered pieces intermixed layup. - ayup. .:, 'Duration of load, C = 1.00 used in this table. For other duration of load, adjust by the appropriate factor. ° No increase for size effect has been applied (C = 1.00). F,, values have been previously adjusted. 'Dry condition of use. ,.;? .':',ft Jk _ t J I I ' 7 1 R f ',i � 6S q h? ''tr Y 1 tr "t ! ACM Viii 0; ! • ' ., 4. ' ( � 1 - .. - j{A �k. l I' , 1 f v , f,,... : 14,,,,,, ,, -, ' t, l r Y , t` �f ,, r >77 a,i 0 * , 7 rtt t i 1q 1 N r r � ' iu1 r �`1 d 7 uNY `, 1't t .P.FI.mass . Wednesday, June 10, 2009, 04:35 PM PAGE NO. 1 * STAAD.Pro * Version 2003 Bid 1001.US * * Proprietary Program of * Research Engineers, Intl. * * Date = JUN 10, 2009 * * Time 16:35: 4 * * * USER ID: 1. STAAD SPACE DXF IMPORT OF HEX SHELTER.DXF 2. START JOB INFORMATION 3. ENGINEER DATE 02- JAN -07 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT FEET KIP 7. JOINT COORDINATES 8. 1 0 0 0; 2 11.17 15.29 0; 3 28.83 15.29 0; 4 40 0 0; 5 28.83 -15.29 0 9. 6 11.17 -15.29 0; 7 20 0 6.5; 10 0 0 -7.5; 20 11.17 15.29 -7.5 10. 30 28.83 15.29 -7.5; 40 40 0 -7.5; 50 28.83 -15.29 -7.5; 60 11.17 -15.29 -7.5 11. MEMBER INCIDENCES 12. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 1; 7 2 7; 8 3 7; 9 4 7; 10 5 7; 11 6 7 13. 12 1 7; 100 10 1; 200 2 20; 300 3 30; 400 4 40; 500 5 50; 600 6 60 14. DEFINE MATERIAL START 15. ISOTROPIC STEEL 16. E 4.176E +006 17. POISSON 0.3 18. DENSITY 0.489024 19. ALPHA 6.5E -006 20. DAMP 0.03 21. END DEFINE MATERIAL 22. MEMBER PROPERTY AMERICAN 23. 7 TO 12 TABLE ST TUB80403 24. 100 200 300 400 500 600 TABLE ST TUB80803 25. 1 TO 6 TABLE ST TUB60403 26. UNIT INCHES KIP 27. CONSTANTS 28. MATERIAL STEEL MEMB 1 TO 12 100 200 300 400 500 600 29. UNIT FEET KIP 30. SUPPORTS 31. 10 20 30 40 50 60 FIXED BUT MX MY MZ 32. MEMBER RELEASE 33. 1 TO 6 END MX MY MZ 34. 1 TO 6 START MX MY MZ 35. LOAD 1 WL 36. MEMBER LOAD 37. 1 5 6 UNI GZ -0.075 38. 2 TO 4 UNI GZ 0.075 39. MEMBER LOAD 40. 7 11 12 CON GZ -1.5 7 41. 7 11 12 CON GZ -0.75 14 C:\ MyFiles \Spro2002 \STAAD \OR0064.anl Page 1 of 12 Wednesday, June 10, 2009, 04:35 PM DXF IMPORT OF HEX SHELTER.DXF -- PAGE NO. 2 42. 8 TO 10 CON GZ 1.5 7 43. 8 TO 10 CON GZ 0.75 14 44. LOAD 2 LIVE 45. MEMBER LOAD 46. 1 TO 6 UNI GZ -0.15 47. 7 11 12 CON GZ -1.5 7 48. 7 11 12 CON GZ -0.75 14 49. 8 TO 10 CON GZ -1.5 7 50. 8 TO 10 CON GZ -0.75 14 51. LOAD 3 SELF DL 52. MEMBER LOAD 53. 1 TO 6 UNI GZ -0.05 54. 7 11 12 CON GZ -0.5 7 55. 7 11 12 CON GZ -0.25 14 56. 8 TO 10 CON GZ -0.5 7 57. 8 TO 10 CON GZ -0.25 14 58. LOAD COMB 4 DL +LL 59. 2 1.0 3 1.0 60. LOAD COMB 5 DL + WL 61. 1 1.0 3 1.0 62. LOAD COMB 6 DL + 0.75WL + 0.75LL 63. 3 1.0 1 0.75 2 0.75 64. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 13/ 18/ 6 ORIGINAL /FINAL BAND- WIDTH= 7/ 5/ 30 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 60 SIZE OF STIFFNESS MATRIX = 2 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/192749.6 MB, EXMEM = 3614.1 MB 65. PRINT MEMBER FORCES ALL C:1 MyFiles \Spro2002 \STAAD \0R0064.anl Page 2 of 12 Wednesday, June I0, 2009, 04:35 PM DXF IMPORT OF HEX SHELTER.DXF -- PAGE NO. 3 • MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 1 1 0.37 0.00 0.71 0.00 0.00 0.00 2 -0.37 0.00 0.71 0.00 0.00 0.00 2 1 -2.41 0.00 1.42 0.00 0.00 0.00 2 2.41 0.00 1.42 0.00 0.00 0.00 3 1 -0.80 0.00 0.47 0.00 0.00 0.00 2 0.80 0.00 0.47 0.00 0.00 0.00 4 1 -3.22 0.00 1.89 0.00 0.00 0.00 2 3.22 0.00 1.89 0.00 0.00 0.00 5 1 -0.43 0.00 1.18 0.00 0.00 0.00 2 0.43 0.00 1.18 0.00 0.00 0.00 6 1 -2.34 0.00 2.07 0.00 0.00 0.00 2 2.34 0.00 2.07 0.00 0.00 0.00 2 1 2 0.00 0.00 -0.66 0.00 0.00 0.00 3 0.00 0.00 -0.66 0.00 0.00 0.00 2 2 -2.55 0.00 1.32 0.00 0.00 0.00 3 2.55 0.00 1.32 0.00 0.00 0.00 3 2 -0.85 0.00 0.44 0.00 0.00 0.00 3 0.85 0.00 0.44 0.00 0.00 0.00 4 2 -3.40 0.00. 1.77 0.00 0.00 0.00 3 3.40 0.00 1.77 0.00 0.00 0.00 5 2 -0.85 0.00 -0.22 0.00 0.00 0.00 3 0.85 0.00 -0.22 0.00 0.00 0.00 6 2 -2.76 0.00 0.94 0.00 0.00 0.00 3 2.76 0.00 0.94 0.00 0.00 0.00 3 1 3 -0.37 0.00 -0.71 0.00 0.00 0.00 4 0.37 0.00 -0.71 0.00 0.00 0.00 2 3 -2.41 0.00 1.42 0.00 0.00 0.00 4 2.41 0.00 1.42 0.00 0.00 0.00 3 3 -0.80 0.00 0.47 0.00 0.00 0.00 4 0.80 0.00 0.47 0.00 0.00 0.00 4 3 -3.22 0.00 1.89 0.00 0.00 0.00 4 3.22 0.00 1.89 0.00 0.00 0.00 5 3 -1.18 0.00 -0.24 0.00 0.00 0.00 4 1.18 0.00 -0.24 0.00 0.00 0.00 6 3 -2.90 0.00 1.01 0.00 0.00 0.00 4 2.90 0.00 1.01 0.00 0.00 0.00 4 1 4 -0.37 0.00 0.71 0.00 0.00 0.00 5 0.37 0.00 0.71 0.00 0.00 0.00 2 4 -2.41 0.00 -1.42 0.00 0.00 0.00 5 2.41 0.00 -1.42 0.00 0.00 0.00 3 4 -0.80 0.00 -0.47 0.00 0.00 0.00 5 0.80 0.00 -0.47 0.00 0.00 0.00 C:\ MyFiles \Spro2002\STAAD\0R0064.an1 Page 3 of 12 Wednesday, June 10, 2009, 04:35 PM DXF IMPORT OF HEX SHELTER.DXF -- PAGE NO. 4 • MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 4 4 -3.22 0.00 -1.89 0.00 0.00 0.00 5 3.22 0.00 -1.89 0.00 0.00 0.00 5 4 -1.18 0.00 0.24 0.00 0.00 0.00 5 1.18 0.00 0.24 0.00 0.00 0.00 6 4 -2.90 0.00 -1.01 0.00 0.00 0.00 5 2.90 0.00 -1.01 0.00 0.00 0.00 5 1 5 0.00 0.00 -0.66 0.00 0.00 0.00 6 0.00 0.00 -0.66 0.00 0.00 0.00 2 5 -2.55 0.00 -1.32 0.00 0.00 0.00 6 2.55 0.00 -1.32 0.00 0.00 0.00 3 5 -0.85 0.00 -0.44 0.00 0.00 0.00 6 0.85 0.00 -0.44 0.00 0.00 0.00 4 5 -3.40 0.00 -1.77 0.00 0.00 0.00 6 3.40 0.00 -1.77 0.00 0.00 0.00 5 5 -0.85 0.00 -1.10 0.00 0.00 0.00 6 0.85 0.00 -1.10 0.00 0.00 0.00 6 5 -2.76 0.00 -1.93 0.00 0.00 0.00 6 2.76 0.00 -1.93 0.00 0.00 0.00 6 1 6 0.37 0.00 -0.71 0.00 0.00 0.00 1 -0.37 0.00 -0.71 0.00 0.00 0.00 2 6 -2.41 0.00 -1.42 0.00 0.00 0.00 1 2.41 0.00 -1.42 0.00 0.00 0.00 3 6 -0.80 0.00 -0.47 0.00 0.00 0.00 1 0.80 0.00 -0.47 0.00 0.00 0.00 4 6 -3.22 0.00 -1.89 0.00 0.00 0.00 1 3.22 0.00 -1.89 0.00 0.00 0.00 5 6 -0.43 0.00 -1.18 0.00 0.00 0.00 1 0.43 0.00 -1.18 0.00 0.00 0.00 6 6 -2.34 0.00 -2.07 0.00 0.00 0.00 1 2.34 0.00 -2.07 0.00 0.00 0.00 7 1 2 0.56 0.53 0.90 -2.45 -1.57 1.99 7 0.22 0.56 0.92 2.45 1.90 -2.32 2 2 3.38 0.55 0.91 0.01 -3.57 2.13 7 -2.60 0.54 0.91 -0.01 3.69 -2.15 3 2 1.13 0.18 0.30 0.00 -1.19 0.71 7 -0.87 0.18 0.30 0.00 1.23 -0.72 4 2 4.51 0.73 1.21 0.01 -4.76 2.84 7 -3.47 0.72 1.21 -0.01 4.93 -2.86 5 2 1.68 0.71 1.20 -2.45 -2.76 2.70 7 -0.65 0.73 1.22 2.45 3.13 -3.03 6 2 4.08 0.99 1.65 -1.83 -5.04 3.80 7 -2.66 1.00 1.67 1.83 5.43 -4.07 8 1 3 -0.56 -0.53 0.90 -2.45 -1.57 -1.99 7 -0.22 -0.56 0.92 2.45 1.90 2.32 C:\ MyFiles \Spro2002 \STAAD \OR0064.anl Page 4 of 12 Wednesday, June 10, 2009, 04:35 PM DXF IMPORT OF HEX SHELTER.DXF -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR-I SHEAR -Z TORSION MOM -Y MOM -Z 2 3 3.38 0.55 -0.91 -0.01 3.57 2.13 7 -2.60 0.54 -0.91 0.01 -3.69 -2.15 3 3 1.13 0.18 -0.30 0.00 1.19 0.71 7 -0.87 0.18 -0.30 0.00 -1.23 -0.72 4 3 4.51 0.73 -1.21 -0.01 4.76 2.84 7 -3.47 0.72 -1.21 0.01 -4.93 -2.86 5 3 0.57 -0.35 0.59 -2.45 -0.38 -1.28 7 -1.09 -0.38 0.61 2.45 0.67 1.60 6 3 3.24 0.19 -0.31 -1.85 2.69 0.82 7 -2.98 0.17 -0.29 1.85 -2.58 -0.59 9 1 4 -0.23 0.00 1.21 0.00 -2.16 0.00 7 -0.46 0.00 0.93 0.00 1.77 0.00 2 4 4.11 0.00 -1.22 0.00 5.15 0.00 7 -3.42 0.00 -0.92 0.00 -4.60 0.00 3 4 1.37 0.00 -0.41 0.00 1.72 0.00 7 -1.14 0.00 -0.31 0.00 -1.53 0.00 4 4 5.48 0.00 -1.62 0.00 6.87 0.00 7 -4.56 0.00 -1.23 0.00 -6.13 0.00 5 4 1.14 0.00 0.80 0.00 -0.44 0.00 7 -1.60 0.00 0.62 0.00 0.24 0.00 6 4 4.28 0.00 -0.41 0.00 3.97 0.00 7 -4.05 0.00 -0.30 0.00 -3.65 0.00 10 1 5 -0.56 0.53 0.90 2.45 -1.57 1.99 7 -0.22 0.56 0.92 -2.45 1.90 -2.32 2 5 3.38 -0.55 -0.91 0.01 3.57 -2.13 7 -2.60 -0.54 -0.91 -0.01 -3.69 2.15 3 5 1.13 -0.18 -0.30 0.00 1.19 -0.71 7 -0.87 -0.18 -0.30 0.00 -1.23 0.72 4 5 4.51 -0.73 -1.21 0.01 4.76 -2.84 7 -3.47 -0.72 -1.21 -0.01 -4.93 2.86 5 5 0.57 0.35 0.59 2.45 -0.38 1.28 7 -1.09 0.38 0.61 -2.45 0.67 -1.60 6 5 3.24 -0.19 -0.31 1.85 2.69 -0.82 7 -2.98 -0.17 -0.29 -1.85 -2.58 0.59 11 1 6 0.56 -0.53 0.90 2.45 -1.57 -1.99 7 0.22 -0.56 0.92 -2.45 1.90 2.32 2 6 3.38 -0.55 0.91 -0.01 -3.57 -2.13 7 -2.60 -0.54 0.91 0.01 3.69 2.15 3 6 1.13 -0.18 0.30 0.00 -1.19 -0.71 7 -0.87 -0.18 0.30 0.00 1.23 0.72 4 6 4.51 -0.73 1.21 -0.01 -4.76 -2.84 7 -3.47 -0.72 1.21 0.01 4.93 2.86 5 6 1.68 -0.71 1.20 2.45 -2.76 -2.70 7 -0.65 -0.73 1.22 -2.45 3.13 3.03 C:\ MyFiles \Spro2002 \STAAD \OR0064.anl Page 5 of 12 Wednesday, June 10, 2009, 04:35 PM DXF IMPORT OF HEX SHELTER.DXF -- PAGE NO. 6 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 6 4.08 -0.99 1.65 1.83 -5.04 -3.80 7 -2.66 -1.00 1.67 -1.83 5.43 4.07 12 1 1 0.23 0.00 1.21 0.00 -2.16 0.00 7 0.46 0.00 0.93 0.00 1.77 0.00 2 1 4.11 0.00 1.22 0.00 -5.15 0.00 7 -3.42 0.00 0.92 0.00 4.60 0.00 3 1 1.37 0.00 0.41 0.00 -1.72 0.00 7 -1.14 0.00 0.31 0.00 1.53 0.00 4 1 5.48 0.00 1.62 0.00 -6.87 0.00 7 -4.56 0.00 1.23 0.00 6.13 0.00 5 1 1.60 0.00 1.61 0.00 -3.87 0.00 7 -0.67 0.00 1.24 0.00 3.30 0.00 6 1 4.63 0.00 2.22 0.00 -7.20 0.00 7 -3.35 0.00 1.70 0.00 6.31 0.00 100 1 10 2.64 0.00 -0.29 0.00 0.00 0.00 1 -2.64 0.00 0.29 0.00 2.16 0.00 2 10 5.27 0.00 -0.69 0.00 0.00 0.00 1 -5.27 0.00 0.69 0.00 5.15 0.00 3 10 1.76 0.00 -0.23 0.00 0.00 0.00 1 -1.76 0.00 0.23 0.00 1.72 0.00 4 10 7.03 0.00 -0.92 0.00 0.00 0.00 1 -7.03 0.00 0.92 0.00 6.87 0.00 5 10 4.40 0.00 -0.52 0.00 0.00 0.00 1 -4.40 0.00 0.52 0.00 3.87 0.00 6 10 7.69 0.00 -0.96 0.00 0.00 0.00 1 -7.69 0.00 0.96 0.00 7.20 0.00 200 1 2 1.22 0.45 0.14 0.00 -1.08 3.35 20 -1.22 -0.45 -0.14 0.00 0.00 0.00 2 2 4.91 0.48 -0.28 0.00 2.09 3.60 20 -4.91 -0.48 0.28 0.00 0.00 0.00 3 2 1.64 0.16 -0.09 0.00 0.70 1.20 20 -1.64 -0.16 0.09 0.00 0.00 0.00 4 2 6.54 0.64 -0.37 0.00 2.78 4.80 20 -6.54 -0.64 0.37 0.00 0.00 0.00 5 2 2.85 0.61 0.05 0.00 -0.38 4.55 20 -2.85 -0.61 -0.05 0.00 0.00 0.00 6 2 6.23 0.86 -0.19 0.00 1.45 6.41 20 -6.23 -0.86 0.19 0.00 0.00 0.00 300 1 3 -2.54 -0.45 0.14 0.00 -1.08 -3.35 30 2.54 0.45 -0.14 0.00 0.00 0.00 2 3 4.91 0.48 0.28 0.00 -2.09 3.60 30 -4.91 -0.48 -0.28 0.00 0.00 0.00 3 3 1.64 0.16 0.09 0.00 -0.70 1.20 30 -1.64 -0.16 -0.09 0.00 0.00 0.00 C:\ MyFiles \Spro2002 \STAAD \OR0064.anl Page 6 of 12 Wednesday, June 10, 2009, 04:35 PM DXF IMPORT OF HEX SHELTER.DXF -- PAGE NO. 7 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 4 3 6.54 0.64 0.37 0.00 -2.78 4.80 30 -6.54 -0.64 -0.37 0.00 0.00 0.00 5 3 -0.91 -0.29 0.24 0.00 -1.77 -2.16 30 0.91 0.29 -0.24 0.00 0.00 0.00 6 3 3.41 0.18 0.41 0.00 -3.07 1.38 30 -3.41 -0.18 -0.41 0.00 0.00 0.00 400 1 4 -2.64 0.00 -0.29 0.00 2.16 0.00 40 2.64 0.00 0.29 0.00 0.00 0.00 2 4 5.27 0.00 0.69 0.00 -5.15 0.00 40 -5.27 0.00 -0.69 0.00 0.00 0.00 3 4 1.76 0.00 0.23 0.00 -1.72 0.00 40 -1.76 0.00 -0.23 0.00 0.00 0.00 4 4 7.03 0.00 0.92 0.00 -6.87 0.00 40 -7.03 0.00 -0.92 0.00 0.00 0.00 5 4 -0.88 0.00 -0.06 0.00 0.44 0.00 40 0.88 0.00 0.06 0.00 0.00 0.00 6 4 3.73 0.00 0.53 0.00 -3.97 0.00 40 -3.73 0.00 -0.53 0.00 0.00 0.00 500 1 5 -1.22 0.45 0.14 0.00 -1.08 3.35 50 1.22 -0.45 -0.14 0.00 0.00 0.00 2 5 4.91 -0.48 0.28 0.00 -2.09 -3.60 50 -4.91 0.48 -0.28 0.00 0.00 0.00 3 5 1.64 -0.16 0.09 0.00 -0.70 -1.20 50 -1.64 0.16 -0.09 0.00 0.00 0.00 4 5 6.54 -0.64 0.37 0.00 -2.78 -4.80 50 -6.54 0.64 -0.37 0.00 0.00 0.00 5 5 0.42 0.29 0.24 0.00 -1.77 2.16 50 -0.42 -0.29 -0.24 0.00 0.00 0.00 6 5 4.40 -0.18 0.41 0.00 -3.07 -1.38 50 -4.40 0.18 -0.41 0.00 0.00 0.00 600 1 6 2.54 -0.45 0.14 0.00 -1.08 -3.35 60 -2.54 0.45 -0.14 0.00 0.00 0.00 2 6 4.91 -0.48 -0.28 0.00 2.09 -3.60 60 -4.91 0.48 0.28 0.00 0.00 0.00 3 6 1.64 -0.16 -0.09 0.00 0.70 -1.20 60 -1.64 0.16 0.09 0.00 0.00 0.00 4 6 6.54 -0.64 -0.37 0.00 2.78 -4.80 60 -6.54 0.64 0.37 0.00 0.00 0.00 5 6 4.18 -0.61 0.05 0.00 -0.38 -4.55 60 -4.18 0.61 -0.05 0.00 0.00 0.00 6 6 7.22 -0.86 -0.19 0.00 1.45 -6.41 60 -7.22 0.86 0.19 0.00 0.00 0.00 C:\ MyFiles \Spro2002 \STAAD \OR0064.an1 Page 7 of 12 Wednesday, June 10, 2009, 04:35 PM DXF IMPORT OF HEX SHELTER.DXF -- PAGE NO. 8 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 66. PRINT SUPPORT REACTION ALL C:\ MyFiles \Spro2002 \STAAD \0R0064.anl Page 8 of 12 Wednesday, June 10, 2009, 04:35 PM DXF IMPORT OF HEX SHELTER.DXF -- PAGE NO. 9 • SUPPORT REACTIONS -UNIT RIP FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 10 1 0.29 0.00 2.64 0.00 0.00 0.00 2 0.69 0.00 5.27 0.00 0.00 0.00 3 0.23 0.00 1.76 0.00 0.00 0.00 4 0.92 0.00 7.03 0.00 0.00 0.00 5 0.52 0.00 4.40 0.00 0.00 0.00 6 0.96 0.00 7.69 0.00 0.00 0.00 20 1 -0.14 -0.45 1.22 0.00 0.00 0.00 2 0.28 -0.48 4.91 0.00 0.00 0.00 3 0.09 -0.16 1.64 0.00 0.00 0.00 4 0.37 -0.64 6.54 0.00 0.00 0.00 5 -0.05 -0.61 2.85 0.00 0.00 0.00 6 0.19 -0.86 6.23 0.00 0.00 0.00 30 1 -0.14 0.45 -2.54 0.00 0.00 0.00 2 -0.28 -0.48 4.91 0.00 0.00 0.00 3 -0.09 -0.16 1.64 0.00 0.00 0.00 4 -0.37 -0.64 6.54 0.00 0.00 0.00 5 -0.24 0.29 -0.91 0.00 0.00 0.00 6 -0.41 -0.18 3.41 0.00 0.00 0.00 40 1 0.29 0.00 -2.64 0.00 0.00 0.00 2 -0.69 0.00 5.27 0.00 0.00 0.00 3 -0.23 0.00 1.76 0.00 0.00 0.00 4 -0.92 0.00 7.03 0.00 0.00 0.00 5 0.06 0.00 -0.88 0.00 0.00 0.00 6 -0.53 0.00 3.73 0.00 0.00 0.00 50 1 -0.14 -0.45 -1.22 0.00 0.00 0.00 2 -0.28 0.48 4.91 0.00 0.00 0.00 3 -0.09 0.16 1.64 0.00 0.00 0.00 4 -0.37 0.64 6.54 0.00 0.00 0.00 5 -0.24 -0.29 0.42 0.00 0.00 0.00 6 -0.41 0.18 4.40 0.00 0.00 0.00 60 1 -0.14 0.45 2.54 0.00 0.00 0.00 2 0.28 0.48 4.91 0.00 0.00 0.00 3 0.09 0.16 1.64 0.00 0.00 0.00 4 0.37 0.64 6.54 0.00 0.00 0.00 5 -0.05 0.61 4.18 0.00 0.00 0.00 6 0.19 0.86 7.22 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 67. UNIT INCHES KIP 68. PARAMETER 69. CODE AISC 70. FYLD 42 ALL C:\ MyFiles \Spro2002 \STAAD \0R0064.anl Page 9 of 12 • Wednesday, June 10, 2009, 04:35 PM DXF IMPORT OF HEX SHELTER.DXF -- PAGE NO. 10 71. BEAM 1 ALL 72. CHECK CODE ALL C:\ MyFiles \Spro2002 \STAAD \OR0064.an1 Page 10 of 12 Wednesday, June 10, 2009, 04:35 PM DXF IMPORT OF HEX SHELTER.DXF -- PAGE NO. 11 • STAAD.Pro CODE CHECKING - (AISC) ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO / LOADING/ FX MY ME LOCATION 1 ST TUB 60403 PASS AISC- H2 -1 0.939 6 2.34 T 117.65 0.00 113.61 2 ST TUB 60403 PASS AISC- H2 -1 0.764 4 3.40 T 93.56 0.00 105.96 3 ST TUB 60403 PASS AISC- H2 -1 0.871 4 3.22 T 107.57 0.00 113.61 4 ST TUB 60403 PASS AISC- H2 -1 0.871 4 3.22 T - 107.57 0.00 113.61 5 ST TUB 60403 PASS AISC- H2 -1 0.825 6 2.76 T - 102.33 0.00 105.96 6 ST TUB 60403 PASS AISC- H2 -1 0.939 6 2.34 T - 117.65 0.00 113.61 7 ST TUB 80403 PASS AISC- H1 -3 0.733 6 3.49 C 72.74 -33.92 94.07 8 ST TUB 80403 PASS AISC- H1 -3 0.660 4 4.51 C 57.13 34.13 0.00 9 ST TUB 80403 PASS AISC- H1 -1 0.771 4 5.48 C 82.47 0.00 0.00 10 ST TUB 80403 PASS AISC- H1 -3 0.660 4 4.51 C 57.13 -34.13 0.00 11 ST TUB 80403 PASS AISC- H1 -3 0.733 6 3.49 C 72.74 33.92 94.07 12 ST TUB 80403 PASS AISC- H1 -3 0.813 6 4.20 C 100.39 0.00 84.12 100 ST TUB 80803 PASS AISC- H1 -3 0.293 6 7.69 C -86.41 0.00 90.00 200 ST TUB 80803 PASS AISC- H1 -3 0.313 6 6.23 C 17.42 76.97 0.00 300 ST TUB 80803 PASS AISC- H1 -3 0.297 4 6.54 C -33.39 57.56 0.00 400 ST TUB 80803 PASS AISC- H1 -3 0.277 4 7.03 C -82.47 0.00 0.00 500 ST TUB 80803 PASS AISC- H1 -3 0.297 4 6.54 C -33.39 -57.56 0.00 600 ST TUB 80803 PASS AISC- H1 -3 0.321 6 7.22 C 17.42 -76.97 0.00 73. FINISH C:\ MyFiles \Spro2002\STAAD\0R0064.an1 Page 11 of 12 Wednesday, June 10, 2009, 04 :35 PM DXF IMPORT OF HEX SHELTER.DXF -- PAGE NO. 12 * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= JUN 10,2009 TIME= 16:35: 4 * * ** ************************** * * * * * * * * * * * * * * * * ** * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714- 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** C:\ MyFiles \ Spro2002 \STAAD \OR0064.anl Page 12 of 12 Zeyn B. Uzman, PE, SE, F.NSPE Title : Job # 305 Charleston Greene Dsgnr: Malvem, PA 19355 Project Desc.: (217) 652 -6737 Project Notes : • (610) 407 -7085 fax zeynu @aol.com Printed 10 JUN 2009 438P Steel Base Plate Design ENERCALC , INC. 19812008.Ver.6.0.221, N:10148 ' Lic. # KW- 06004488 License Owner : ZEYN UZMAN CONSULTANTS Description : Column Base Plate General Information Calculations per 13th AISC & AISC Design Guide No. 1, 1990 by DeWolf & Ricker Material Properties AISC Design Method Allowable Stress Design ASIF : Allowable Stress Increase Factor 1.0 Steel Plate Fy = 36.0 ksi ABIF : Allowable Bearing Increase Factor 1.0 Concrete Support ft = 3.0 ksi S2 c : ASD Safety Factor. 2.50 Assumed Bearing Area : Full Bearing Allowable Bearing Fp per J8 5.10 ksi Column & Plate Column Properties " -, � ';; : .,,, n ;. Steel Section : HSS8X8X3 /16 J. ' • Depth 8 in Area 5.37 in "2 :;rr`,: .'`-d% Width 8 in lxx 54.4 in "4 Flange Thickness 0.174 in Iyy 54.4 in "4 Web Thickness 0 in ;; :' r; ° . .,.A Plate Dimensions Support Dimensions ., N : Length 10.0 in Support width along "X' 36.0 in B : Width 10.0 in Length along "Z' 36.0 in Thickness 0.6250 in a r_ Column assumed welded to base plate. _ :f.: ; , : � ,! 1 ; . Applied Loads .4';, •, ' x ' +� ,Y .j , , ,i �4 Vh -., , 6.# =, r ~ P -Y V•Z M•X , ?' �, � ` w XA .. .... .. ..... ...... .. .. -.. _ ... .- - -... .... -- _ - 4 T a Y k % vx 4'v `^da 5; , D :Dead Load 1.80 k 0.0 k 0.0 k -ft _ :� � , ± d 19^ t L : Live 0.0 k 0.0 k 0.0 k -ft & x ` 1, t =. -.1 '1. , ' x r`' " "° s • . / 0': ry `.- €i e x °�`�° Nei Da t° Lr : Roof Live 0.0 k 0.0 k 0.0 k -ft ;: I r ?.,i 7 4'.'"I' - 1 "i , F" 4 . : f 4 • S :Snow 5.30 k 0.0 k 0.0 k-ft -;3 :Z ,1.• . -x A .... , ;.:: - W: Wind 2.60 k 0.0 k 0.0 k -ft ;' r s e k nr E : Earthquake 0.0 k 0.0 k 0.0 k -ft " '•'a ,, , A 4 r s -a ,, w g s ' t YJ'i ,,R. . , a ' ,� r . , .a , c .*, , : :pip 2. H :Lateral Earth 0.0 k 0.0 k 0.0 k-ft , ` '+ i '. = ' 1? '; " %, Y , r ;, .f, ,,,, : le . ,..;^.. 4 :, , <i f ;k • P ' = Gravity load, "4 sign is downward. ' +" Moments create higher soil pressure at +Z edge. 3, N >. . s .. 2, •,. • , ". . _.:. .�.. . , • +• Shears push plate towards +Z edge. Anchor Bolts i . Egir pounce Anchor Bolt or Rod Description 1 ed.. Max of Tension or Pullout Capacity 0 k Shear Capacity 0.0 k Edge distance : bolt to plate 1.250 in Number of Botts in each Row 2.0 Number of Bolt Rows 1.0 • • • • • • 1 GOVERNING DESIGN LOAD CASE SUMMARY Mu : Max. Moment 0.056 k-in Plate Design Summary fb : Max. Bending Stress 0.570 ksi Design Method Allowable Stress Design Fb : Allowable : 21.557 ksi Governing Load Combination +D+0.750L+0.750S+0.750W+H Fy' ASIF I Omega Governing Load Case Type Axial Load Only Stress Ratio 0.026 Design Plate Size 10" x 10" x 0 -518 Bending Stress OK Pa : Axial Load .... 7.725 k fu : Max. Plate Bearing Stress .... 0.077 ksi Ma : Moment 0.000 k -ft Fp : Allowable : 2.040 ksi fv : Actual 0.000 ksi min( 0.851c *sgrt(A21A1), 1.7' £c)'Ome - Fv : Allowable = 0.60' Fy 11 5 (per G2) 0.000ksi Stress Ratio 0.038 Stress Ratio 0.000 Bearing Stress OK Shear Stress OK Zeyn B. Uzman, PE, SE, F.NSPE Title : Job # 305 Charleston Greene Dsgnr: Malvem, PA 19355 Project Desc.: (217) 652 -6737 Project Notes : • (610) 407 -7085 fax zevnu @aol.corn Printed 10 JUN 2009. 4 38PA1 Steel Base Plate Design ENERCALC , INC. 1983-2008,Ver..6.0.221, N:10148 • Lic. # : KW- 06004488 _ License Owner : ZEYN UZMAN CONSULTANTS Description : Column Base Plate Load Comb. : +D Axial Load Only, No Moment Loading Bearing Stresses Pa : Axial Load .... 1.800 k Fp : Allowable 2.040 ksi Design Plate Height 10.000 in fa : Max. Bearing Pressu 0.018 ksi Design Plate Width 10.000 in Stress Ratio 0.009 Will be different from entry if partial bearing used Plate Bending Stresses Al : Plate Area 100.000 inA2 Mmax = Fu * LA2 / 2 0.013 k-in A2: Support Area 1,296.000 i fb : Actual 0.133 ksi J A2/Al 2.000 Fb : Allowable 21.557 ksi Stress Ratio 0.006 Distance for Moment Calculation Shear Stress • m • 1.200 in fv : Actual 0.000 ksi ' n ' 1.200 in Fv : Allowable 0.000 ksi X 0.000 inA2 Stress Ratio 0.000 Lambda 0.000 n' 0.010 in n' Lambda 0.000 in L = max(m, n, n ") 1.200 in Load Comb. : +D +L +H Axial Load Only, No Moment Loading Bearing Stresses Pa : Axial Load .... 1.800 k Fp : Allowable 2.040 ksi Design Plate Height 10.000 in fa : Max. Bearing Pressu 0.018 ksi Design Plate Width 10.000 in Stress Ratio 0.009 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area 100.000 inA2 Mmax = Fu • LA2 / 2 0.013 k -in A2: Support Area 1,296.000 in A2 fb : Actual 0.133 ksi J A2/A1 2.000 Fb : Allowable 21.557 ksi Stress Ratio 0.006 Distance for Moment Calculation Shear Stress ' m' 1.200 in fv : Actual 0.000 ksi • n ' 1.200 in Fv : Allowable 0.000 ksi X 0.000 inA2 Stress Ratio 0.000 Lambda 0.000 n' 0.010 in n' Lambda 0.000 in L = max(m, n, n ") 1.200 in Load Comb. : +D +Lr+H Axial Load Only, No Moment Loading Bearing Stresses Pa : Axial Load .... 1 k Fp : Allowable 2.040 ksi Design Plate Height 10.000 in fa : Max. Bearing Pressu 0.018 ksi Design Plate Width 10 .E in Stress Ratio 0.009 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area 100.000 inA2 Mmax = Fu' L ^2 / 2 0.013 k-in A2: Support Area 1,296.000 inA2 fb : Actual 0.133 ksi J A2/Al 2.000 Fb : Allowable 21.557 ksi Stress Ratio 0.006 Distance for Moment Calculation Shear Stress • m' 1.200 in iv : Actual 0.000 ksi ' n ' 1.200 in Fv : Allowable 0.000 ksi X 0.000 inA2 Stress Ratio 0.000 Lambda 0.000 n' 0.010 in n' Lambda 0.000 in L = max(m, n, n ") 1.200 in Zeyn B. Uzman, PE, SE, F.NSPE Title : Job # 305 Charleston Greene Dsgnr: Malvem, PA 19355 Project Desc.: (217) 652-6737 - (610) 407 -7085 fax Project Notes zeynu @aol.com Panted. 10 JUN 2009, 4 3APA1 Steel Base Plate Design ENERCALC, INC. 1983-2008, Ver.6.0.221, N:10148 Lic. # : KW 06004488 - License Owner : ZEYN UZMAN CONSULTANTS Description : Column Base Plate Load Comb. : +D +S +H Axial Load Only, No Moment Loading Bearing Stresses Pa : Axial Load .... 7.100 k Fp : Allowable 2.040 ksi Design Plate Height 10.000 in fa : Max. Bearing Pressu 0.071 ksi Design Plate Width 10.000 in Stress Ratio 0.035 Will be different from entry if partial bearing used Plate Bending Stresses Al : Plate Area 100.000 in "2 Mmax = Fu * LA212 0.051 k -in A2: Support Area 1,296.000 inA2 tb: Actual 0.523 ksi J A2/A1 2.000 Fb : Allowable 21.557 ksi Stress Ratio 0.024 Distance for Moment Calculation Shear Stress ' m' 1.200 in fv : Actual 0.000 ksi ' n ' 1.200 in Fv : Allowable 0.000 ksi X 0.000 inA2 Stress Ratio 0.000 Lambda 0.000 n' 1.010 in n' • Lambda 0.000 in L = max(m, n, n ") 1.200 in Load Comb. : +D +0.750L +0.750S +H Axial Load Only, No Moment Loading Bearing Stresses Pa : Axial Load .... 5.775 k Fp : Allowable 2.040 ksi Design Plate Height 10.000 i fa : Max. Bearing Pressu 0.058 ksi Design Plate Width 10.000 in Stress Ratio 0.028 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area 100.000 in "2 Mmax = Fu • L "2/2 0.042 k -in A2: Support Area 1,296.000 inA2 ft) : Actual 0.426 ksi J A2/A1 2.000 Fb : Allowable 21.557 ksi Stress Ratio 0.020 Distance for Moment Calculation Shear Stress ' m' 1.200 in fv : Actual 0.000 ksi ' n' 1.200 in Fv : Allowable 0.000 ksi X 0.000 inA2 Stress Ratio 0.000 • Lambda 0.000 n' 1.010 in n' • Lambda 0.000 in L = max(m, n, n ") 1.200 in Load Comb. : +D +W +H Axial Load Only, No Moment Loading Bearing Stresses Pa : Axial Load .... 4.400 k Fp : Allowable 2.040 ksi Design Plate Height 10.000 in fa : Max. Bearing Pressu 0.044 ksi Design Plate Width 10 .E in Stress Ratio 0.022 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area 100.000 in "2 Mmax = Fu • LA2 / 2 0.032 k-in A2: Support Area 1,296.000 i fb : Actual 0.324 ksi J A2/A1 2.000 Fb : Allowable 21.557 ksi Stress Ratio 0.015 Distance for Moment Calculation Shear Stress • m • 1.200 in fv : Actual 0.000 ksi ' n' 1.200 in Fv : Allowable 0.000 ksi X 0.000 inA2 Stress Ratio 0.000 Lambda 0.000 n' 1.010 in n' • Lambda 0.000 in L = max(m, n, n ") 1.200 in Zeyn B. Uzman, PE, SE, F.NSPE Title : Job # 305 Charleston Greene Dsgnr: Malvem, PA 19355 Project Desc.: (217) 652 -6737 Project Notes : (610) 407 -7085 fax zevnuAaol.com Printed' 10 JUN 2009, 4 38PM Steel Base Plate Design ENERCALC, INC. 1983-2008, Ver. 6.0.221, N:10148 Lic. # : KW- 06004488 License Owner ZEYN UZMAN CONSULTANTS Description : Column Base Plate Load Comb. : +D +0.750Lr+0.750L +0.750W +H Axial Load Only, No Moment Loading Bearing Stresses Pa : Axial Load .... 3.750 k Fp : Allowable 2.040 ksi Design Plate Height 10.000 in fa : Max. Bearing Pressu 0.038 ksi Design Plate Width 10.000 in Stress Ratio 0.018 Will be different from entry if partial bearing used Plate Bending Stresses Al : Plate Area 100.000 inA2 Mmax = Fu • LA2 / 2 0.027 k -in A2: Support Area 1,296.000 inA2 fb : Actual 0.276 ksi J A2/Al 2.000 Fb : Allowable 21.557 ksi Stress Ratio 0.013 Distance for Moment Calculation Shear Stress • m • 1.200 in N : Actual 0.000 ksi • n • 1.200 in Fv : Allowable 0.000 ksi X 0.000 in "2 Stress Ratio 0.000 Lambda 0.000 n' 1.010 in n' • Lambda 0.000 in L = max(m, n, n ") 1.200 in Load Comb. : +D +0.750L +0.750S +0.750W + H Axial Load Only, No Moment Loading Bearing Stresses Pa : Axial Load .... 7.725 k Fp : Allowable 2.040 ksi Design Plate Height 10.000 in fa : Max. Bearing Pressu 0.077 ksi Design Plate Width 10.000 in Stress Ratio 0.038 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area 100.000 inA2 Mmax = Fu • 0212 0.056 k -in A2: Support Area 1,296.000 inA2 fb : Actual 0.570 ksi J A2/A1 2.000 Fb : Allowable 21.557 ksi Stress Ratio 0.026 . Distance for Moment Calculation Shear Stress • m • 1.200 in N : Actual 0.000 ksi • n • 1.200 in Fv : Allowable 0.000 ksi X 0.000 inA2 Stress Ratio 0.000 • Lambda 0.000 n' 1.010 in n' • Lambda 0.000 in L = max(m, n, n ") 1.200 in Load Comb. : +D +0.750L +0.750S +0.5250E +H Axial Load Only, No Moment Loading Bearing Stresses Pa : Axial Load .... 5.775 k Fp : Allowable 2.040 ksi Design Plate Height 10.000 i fa : Max. Bearing Pressu 0.058 ksi Design Plate Width 10.000 in Stress Ratio 0.028 Will be different from entry if partial bearing used. Plate Bending Stresses At : Plate Area 100.000 inA2 Mmax = Fu • LA2 / 2 0.042 k -in A2: Support Area 1,296.000 i fb : Actual 0.426 ksi J A2/A1 2.000 Fb : Allowable 21.557 ksi Stress Ratio 0.020 Distance for Moment Calculation Shear Stress • m • 1.200 in fv : Actual 0.000 ksi • n • 1.200 in Fv : Allowable 0.000 ksi X 0.000 inA2 Stress Ratio 0.000 Lambda 0.000 n' 1.010 in n' • Lambda 0.000 in L = max(m, n, n ") 1.200 in Zeyn B. Uzman, PE, SE, F.NSPE Title : Job # 305 Charleston Greene Dsgnr: Malvern, PA 19355 Project Desc.: (217) 652 -6737 • (610) 407 -7085 fax Project Notes zevnu @aol.com Printed, 10 JUN 2009, 438PM Steel Base Plate Design ENERCALC, INC. 1902008, Ver 6.0.221, N:10148 Lic. # : KW- 06004488 License Owner : ZEYN UZMAN CONSULTANTS Description : Column Base Plate Load Comb. : +0.60D +W +H Axial Load Only, No Moment Loading Bearing Stresses Pa : Axial Load .... 3.680 k Fp : Allowable 2.040 ksi Design Plate Height 10.000 in fa : Max. Bearing Pressu 0.037 ksi Design Plate Width 10.000 in Stress Ratio 0.018 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area 100.000 in "2 Mmax = Fu • L "212 0.026 k-in A2: Support Area 1,296.000 in "2 fb : Actual 0.271 ksi J A2/A1 2.000 Fb : Allowable 21.557 ksi Stress Ratio 0.013 Distance for Moment Calculation Shear Stress • m' 1.200 in fv : Actual 0.000 ksi • n ' 1.200 in Fv : Allowable 0.000 ksi X 0.000 in "2 Stress Ratio 0.000 Lambda 0.000 n' 1.010 in n'' Lambda 0.000 in L = max(m, n, n ") 1.200 in Job 6 ¢ . 0044 Sheet No. Z Of Zeyn B. Uzman, PE, F.NSPE Calculated By . eAbif1 Date GJ /ofo9 305 Charleston Greene Checked By Date Malvem, PA 19355 Scale (217) 652 -6737 (610) 407 -7085 fax zeynugaol.com I 11111111•117 P EtIMIERIFEIE!IIM11111111111111111111111111111111111111 r _ 9 • S' a /..3-' ( • I( Z): /1.f - G'` ham* / : ,Z mss, / 41." Z� • 1 If - . - 7, 1 , 7/,/ = , ie�, GI I i ■ 17' -19n 6" C-L BOLTS 11' -11/2' 2 X 8 FIR FACIA BOARD C1. BOLTS ErIM ■NINI■on lit\ v/ 5'- 2 318° MIDDLE PURLIN ° 2 X 6 T &G FIR ROOF DECKING VERTICAL C4. PURLIN / 15- 8718' (RUN , AND TRIM CUT) C� PURLIN / ,. • - _ - - - - - -- -- - - -. _.- - -- - - -- �. �\ d 5 2 3B % UPPER PURLIN P+ � �\ CA PURLIN 4, ' J ° i r!�� _ � � .4 334'- 711/16" 30 711ns - - - - - - - - .�, CTR OF FTGS % FACIA FLATS �'�7 �� ` F \Ir H IP BE \ \ \ / \ ' ,'' \ \ / \ '\ ` \ / COMPRESSION ` 1104. ' \ / RING \ , 5 -1101° 17 -85/16 - -- - -- / C- L BOLTS CTR OF FTGS \ \ / /Opp / LOWER PURLIN 7 - - - - - - f ' _\ 40' -0" FACIA DIAGONAL - 2 X 6 FACIA COMPRESSION RING «M HIP BEAM ■Ii0 ' %■. -- 41■ -- - 13'- 1113/16" j LOWER PURLIN I HIP BEAM 1 1 "HIDDEN I / X 8 FACIA I r\ ANCHOR @ MIDDLE PURUN I / i T- 6' DECK LEVEL CENTER OF 8 X 8 X 3n 6 (' R�Gr j EACH POST UPPER PURLIN I STEEL POST I i d t 8' -101 /8" 17'- 8 5n 6° 8' -101 /8" NJ SHEET 1 OF 4 WHITE MOUNTAIN 40' HEX SHELTER MODEL: 98- HEX40 -4T -SPSB 4/12 SHELTER (40' HEXAGON STEEL POSTS & BEAMS) SCALE: NONE © 2001 REV 06/05/09 Z `ura S truc tures P.O. BOX 270, BAKER CITY, OR 97814 PHONE: (541) 523 -0224 FAX: (541) 523 -0231 (2) 3 /4UNC X 2" LG HEX HD BOLT W/2 -SAE WASHERS, 1- LOCK WASHER AND 1-NUT REQUIRED AT EACH PURLIN- HIP BEAM CONNECTION (2) 3/4-UNC X 2" LG HEX HD BOLT W/1 -SAE WASHER AND 1-LOCK 10 X 10 S WASHER PER P OST CONNECTION BASEPLATE A► 1� , , , TS 8 X 4 X 3116 �`�, HIP BEAM 0 / 0 / i ft% ,:, - S6 ' PURLIN 8 X8 PURLIN CONNECTION -46_ POST BRKT 1 /4 PL IN/GUSSET r. DETAIL B 1 X 4 POST TOP PLATE PURLIN /HIP BEAM CONNECTION \� W /2- HOLES @ 12 -1/2' 2X8FACIA ettli 1 /4 X 3 TEK SCREW (2�A END) 2 X 8 FIR FACIA TS 8 X 8 X 3116 40 p, / BEVEL CUT 1-END IN STEEL POST FIELD TO MATCH DETAIL C FACIA I HIP BEAM CONNECTION DETAIL D TOP OF POST CONNECTION HEXAGONAL STEEL _ __ - COMPRESSION RING TS8X8X3116 CONCRETE SLAB STEEL POST 1 4" OR THICKER KEYHOLE ACCESS TO INTERIOR BOLT (COVER X 2' LG " PLATE PROVIDED) HEX HD W11 -SAE � WASHER & 1 -LOCK WASHER PER HIP MEE' MEM ��IPPBA)M BEAM CONNECTION IIIIMI i * I 6 X 6 WELDED 2 X 6 FIR T &G WIRE FABRIC ROOF DECKING 4 1 #4 REB ' P' T 111 10. #3 REBAR CROSS f ■ C A , 11 \ sei I A ''' ' TR '70 . CHOR CONCRETE FOOTING 36" ; o , y' 4 '.' 4 • D THRD DIAMETER X 32" DEEP DETAIL A .11 � • N o � . o DETAIL E COMPRESSION RING @ TOP t POST FOOTING AND FOUNDATION mi "7 4, ° SHEET 2 OF 4 ,d S CONNECTION 40' HEX SHELTER MODEL: 98- HEX40 -4T -SPSB 4/12 SHELTER (STEEL POSTS AND STEEL BEAMS) SCALE: NONE © 2002 REV 06/05/09 . a tura Structures P.O. BOX 270, BAKER CITY, OR 97814 PHONE: (541) 523 -0224 FAX (541) 523 -0231 ■ SLAB AREA 34'- 111116" 1,009.45 SQ FT 34'- 7 11M 6" SLAB FLATS FACIA FLATS , i .et ..t. , AL % 0 I %, '' ‘ , , , , s , y i , , \ / 35'- 4 916" " / \ MR OF FIGS 2IA \ / / , FACIASIDE \ / , , ' \ / 30'- 711116" / \ CTR OF FIGS /1 / \ / 1\ f - - - - - - - - - - - - i4 \ ■ SEE DETAIL SHEET/ t FOR FOOTING SPECS \ / / ‘‘ \ / \ )1' , . / ,,, \\\ . / \ / / EDGE OF FAGA �/ \ 17'- 8 5116" \ / CTR OF FTGS ■. / \ / \) ::., d/ EDGE OF SLAB 19' -8916" SLAB SIDE 39'- 5116" IMPORTANT NOTE: SLAB DIAG CUT 6" SQ (MIN.) IN SLAB WIRE FABRIC �/� "- 0° OVER EA FOOTING FACIADIAG CENTER TO ALLOW FOR EPDXY ANCHOR 4" MINI / TOP OF CONCRETE SLAB r -1 . 1 1 1 / 1 '-1 '.\ 2- 8° :. _,_ 4 , , 4 RfG<s' 8'- 10118" - I 17'- 8 516" I 8'- 10118" 0 ' �. \(, Z - O ao z 35 .4 916 " c W = � - 50 ' _ 4 � zt ; .'4 NG 2500 PSI MINIMUM RATING. • c OIL ': � 'I TRENGTH 1500 PSF OR GREATER. SURFACE MOUNT (EPDXY) y�.�►� SHEET 3 OF 4 WHITE MOUNTAIN 40° HEXAGON SHELTER MODEL: 98- HEX40 -4T —SPSB 4/12 SHELTER (STEEL POSTS AND STEEL BEAMS) © 2001 REV 06/05/09 SCALE: NONE Natural Structures P.O. BOX 270, BAKER CITY, OR 97814 PHONE: (541) 523 -0224 FAX: (541) 523 -0231 • • • • 8X8X3116 6X6 WELDED RECT TUBING WIRE FABRIC 1 , I , I I I 1 , ACCESS HOLE PROVIDED (COVER PROVIDED) I 1 , 1" DIA X 14" GALV i I i 1 /2X10X10BASE ATR EPDXY ANCHOR — , PL W /HOLE CTR'D I 4 ,. m . I H 0 r-1 _ r� 1 I I 1 1 I I 1 r A II _ 11 I. - II 4 11 II I I - I I 1" MIN `I 1 1� 4" SLAB I I 1 1 ' ' ' ' I I I I SHOWN I 1 I I I I I I I I I1 II 11 II 18 #4 REBAR , I 1, 11 II I I I I UPRIGHTS I I ' I I1 11 I I I I (4- TOTAL) 32 I , LI �I I ri � I I I I I I I 1 I I I I .. L; L; #3 REBAR CROSS I W /6" MIN CRN LAP r\ L -."11 20 w--- aw l 5 , t � to ,,,,, t, 36 Pz . D. , 110TING SOIL BEARING STRENGTH 1.4 c !4 < <!Q UM 1500 PSF OR GREATER ° 7_) POST FOOTING AND FOUNDATION MODEL: 98- HEX40 -4T -SPSB 40' HEXAGON SHELTER (4/12 PITCH) SCALE: NONE 'M TH 8 X 8 X 3116 STEEL POSTS © 2001 REV 06/05/09 SHEET 4 OF 4 1\[a tura1 Structures P.O. BOX 270, BAKER CITY, OR 97814 PHONE: (541) 523 -0224 FAX (541) 523 -0231