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HomeMy WebLinkAbout0200 THORNTON DRIVE - 296-24 f :2 b d ufl l SYSTOVIS HARBACK ROAD SUTTON, MASSACHUSETTS 01527 1.6i7-f;Oci-5€i71 ::f �� ee � •revs'= �' i3�i7 K6' No., -Lq DATEJOB ; . JOIB DESCRIPTION HOOF LOAD ININID I_.OAD __7a--- 13AY SPACING . ,?4 DAM.. lir B7AM DESIGNATION. * , , . TB 50- 1320 SPAN. . . . . . . . . . . . . . . . . 50.00 FT E{AY. . . . . . . . . . . . . . . . . . 24 .00 FT SPEC. YIELD FY. . . . . . . 50.00 KSI WET{ YIELD FYW. . . . . . . . 50.00 KSI DESIGN LIVE LOAD* . * * * 50. 00 PSF DESIGN DEAD LOAD . . . . . 5.00 P SF BUTT HEIGHT. . . . . . . . . . 10.00 IN END WEB PLT . T X L . . . 1875 IN X 10.00 FT MID WEB PLT. T X L . . . 1875 IN X 15.00 FT TOP FLANGE W X T . . . . 8.00 IN X .6250 IN BOTT FLANGE W X T . . ♦ 8.00 IN X ♦6250 IN CONCENTRATED LOADS: LOAD (K) PI ►P2yP3,P4 . ♦ . . 0.00 0.00 0.00 0.00 DIST, FROM LT. ENE (FT. ) 0.00 0.00 0.00 0.00 END MOMENTS (FT-K) . . . . . . 0.00 0.00 RL= 32.560 RR= 32.560 , FORMAT OF OUTPUT: SE..G H T RATIO A WET{ A SECT SX SX IX NO. ( IN. ) ( IN. ) H/T (So IN) (SLR IN) (TOP) (BOTT) FVA FV RATIO FBTA FT FBCA FDC FBCA/ (KSI ) (KSI ) FVA/FV (KSI ) (KSI ) (KSI ) (KSI ) FBA MOMri;''f(K-FT) SHEAR (K) X CO 2 ORD (FT. ) 1 11 .87 . 1875 63.3 2.23 12.23 63.5 63.5 416.8 13.71 16*96 .808 9. 19 30.00 9. 19 30.00 .306 i 48.63 30.52 1 .54 2 1.4.96 • 1.875 79.8 2.80 12.80 81 .4 81 .4 659.4 9.43 13.06 .722 20. 13 30.00 20. 13 30.00 .671 136.47 26.45 4.63 3 10.04 . 1875 96.2 3.38 13.38 99.8 9908 962.9 6.62 8.93 .737 25.46 30.00 25.46 30.00 .649 211 .77 22.38 7.71 4 21 . 13 . 1075 112.7 3.96 13.96 118.9 110.9 1330.0 4.62 6.55 .706 27.71 30.00 27.71 29.94 .926 274.51 18.31 10.79 5 24.21 . 1875 129. 1 4 ♦54 14.54 138.5 138.5 1763.4 3. 14 4.99 .629 28. 13 30.00 20, 13 29 ♦71 .947 324.71 14.24 13.88 6 27.29 . 107 5 145.6 5. 12 15. 12 158+8 158.8 2266, 1 .99 3.92 .507 27.39 30.00 27.39 29♦42 .- 31 362.36 10• iJ 16.96 � 7 30.37 . 187S 162.0 5 • 70 15.70 179.6 179.E 28�(�. �! 1 .07 3. 17 .338 25 .88 30 . 00 25.88 29.07 KLj09p, ' 387.46 6. 11 20404 8 33. 46 . 1075 170+4 6 .27 16.27 201 . 1 201 . 1 3409.4 r 0.32 2 .61 . 124 23 .87 30 .00 23.87 28+66 .033 9 33.46 . 1875 178.4 6.27 16.27 201 . 1 201 . 1 3499.4 0.32 2.61 . 124 23.87 30.00 23.87 28.66 .833 400.00 --2.03 26.21 10 30.37 . 1875 162.0 5.70 15.70 179.6 179.6 2840.4 1 .07 3. 17 .338 25.80 30.00 25.88 29.07 .890 387.46 -6. 11 29.29 11 27.29 . 1075 145.6 5. 12 15. 12 158.8 158.8 2266.0 i� 1 .99 3.92 .507 27.39 30.00 27*39 29.42 .931 362.36 -10. 18 32.38 12 24.21 . 1875 129. 1 4.54 14.54 138.5 138.5 1763.4 3. 14 4.99 .629 28. 13 30.00 28. 13 29.71 .947 324.71 -14.24 35.46 13 21 . 12 . 1875 112.7 3.96 13.96 118.9 118.9 1330.0 4.62 6.55 .706 27.71 30.00 27.71 29.94 .926 274.51 -18.32 38.54 14 18.04 . 1075 96.2 3.38 13.38 9t.8 99.8 962.9 6.62 8.98 .737 25.46 30.00 25.46 30.00 .849 211 .77 -22.39 41 .63 15 14.96 . 1875 79.8 2.80 12.80 81 .4 81 .4 659.4 9.43 13.06 .722 20. 13 30.00 20. 13 30.00 .671 136.47 -26.45 44.71 16 11 .87 .1875 63.3 2.23 12.23 63.5 63.5 416.8 13.71 16.96 .808 9. 19 30.00 9. 19 30.00 .306 W 48.63 -30.53 47.79 DEFLECTION!= 2.8866 REL. STIFFNESS e L_T. END W= 62.555 REL. STIFFNESS O RT. END QW 62.555 CARRY-OVER FACTOR A•-B= 0.2949 CARRY-OVER FACTOR B--A= 0#2949 NOTES SHEAR STRESS. + . . . . . . . . . . FVA (APPLIED) FV(ALLOWABLE) TENSION DUE TO DEND. . . . . FBTA(APPLIED) FEAT(ALLOWABLE) COMPRESS. DUE TO DE ND FBCA(APPL-I ED) FDC;(ALLOWABLE) :Nr\'\ N� M*B*M.A. WIND LOADING BASIC; WIND F R[:SSUR[.-=P 20PSF W1==. 295 W2=.295 W3=.222 W4=. 18 5 W5=. 18 5 W6=. 185 w 3 WA N � . STIFFNESSESr CARRY OVER? DISTRIBUTION FACTORS KBM1 KBM2 KCOL1 KCOE_? C.0. 1 C.O.? 62.42 62.42 14 .73 14.73 *2937 .2937 DFBM1 DFCOL1 DFDM2 DFCOL2 .8 50 . 150 .850 . 150 FIXED ENDED MOMENTS FEMW= 4 .27 FEML== 2.67 EUG-Nk r � AU � i r MOMENT DISTRIBUTION - WINK LATERAL LOAUS f2937 .2937 .150 .850 f850 . 150 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.27 Z 4.00 0.00 2 2.67 -2.27 t -0.40 -0.64 -3.63 . 0.00 2 -0.67 -1 .06 2 0.00 0. 10 2 0.57 0.90 0.16 • • • • • • • 2 • • • • •�• 0.17 t 0.00 0.00 0•27 -0.04 -0.23 -0.14 : -0.02 0 -0♦07 t 0.00 0.00 -0.0 0.01 2 0.04 0.46 2 0.01 0.00 0.02 0+01 S 0.00 -0.00 -0.01 -0.01 -4.04 . . . . . ♦ ♦ . • . • 3.69 S -3.69 -2..41 2.41 • -3.69 -2.41 T + 0 Do `y 0. 12 -0.111� 41 3.69 2. � • f 4 �' �r� � • In • nl • • 1 .24 0.77 0 12 -0. 12 RESTOIZING FORCE - WIND LATERAL LOAI►S A MOMENT DISTRIBUTION •- SIDESWAY .2937 •2937 •150 •850 •850 . ISO • , . . • • , • • • • , . . . . . . . . . • . . . . . • . . . . . . • b • . • • -10.00 : 0.00 0000 -10.00 1 .50 8.50 8.50 1 .50 0.00 : 2,50 2.50 0,00 -0.38 2 -2, 12 -2. 1 .' : -0.38 • • • • • i • : . . • , . . . • b . • • • • : • • • • • • • 0.00 : -0.62 -0.62 1 0.00 0.09 0.53 0.53 : 0.09 0.00 : 0. 16 0. 16 : 0400 -0.02 : -0. 13 -0. 13 S -0,02 0.00 : -0.04 -0.04 0.00 0.01 : 0.03 0,03 0.01 --8.80 : 8.80 8,80 : -8.80 8.80 /` 8.80 • 1 ♦ ♦ • ♦ i • , • • ♦ • ♦ b , ♦ ♦ • • , • ♦ • • • • i . b . -0.36 0.36 _8.80 -84-80 • • • 0.82 0.82 -0.36 0.36 �. + ,..; RESTORING FORCE -- SIDESWAY RF"S= 1 .64 t SIDESWAY FACTOR SF= 1 ,92 j r t ACTUAL MOMkNTSY SHEARSY AXIAL LOADS WIND LATERAL_ LOADS (FT-K) MW= -13.23 ML= -14.51 HW= 2.82 HL= 2.34 RW= -0.56 4 RL= 0.56 ACTUAL REACTIONS DUE TO UPLIFT ON ROOF (R) ULRL= 4.78 ULRW= 5.24 ACTUAL_ REACTIONS DUE TO DEAD LIVE: LOADS (K) RDL= 2.96 RLL=29.60 t 4 l I A C DE=SIGN WINDWARD TBCF-10 .75 LOAD CASE: 1 ALL DESIGN LOADS REDUCED BY A FACTOR OF .75 TOP OF COLUMN TRY W SX13 A= 3.84 I= 39.6 SX= 9.9 RX=3.21 RY= .84 RT=1 .01 D/AF=7.83 KX=1 .74 SLENDERNESS RATIO=K(L)/RY= 70.04 SLENDERNESS RATIO=K(L)/RY= 85.41 FA=14.74 FB=21 .29 FE=30.44 P= 8.97 M= 119.05 FAA=P/A=2.34 FBB=M/SX=12.01 ECG. 1 .6-1A FAA/FA+CM(FBB)/( 1-FAA/FE)FB= .68 E Q* 1 .6•-1 B FAA/.6(FY)+FBB/FD= .67 USE W BX13 DESIGN LEEWARD TBCF--10.75 LOAD CASE 1 ALL DESIGN LOADS REDUCED BY A FACTOR OF .75 TOP OF COLUMN TRY W OX13 A= 3.84 I= 39.6 SX= 9.9 RX=3.21 . RY= .04 RT=1 .01 D/AF=7.83 KX=1 .74 SLENDERNESS RATIO=K(L)/RY= 70.04 SLENDERNESS RATIO=K(L)/RY= 85.41 FA=14.74 FB=21 .29 FE=30.44 P=10. 16 M= 130.57 FAA=P/A=2.64 FBD=M/SX=13. 18 1 .6-1A FAA/FA+CM(FBB)/( I•-FAA/FE)FB= .76 EQ. E Q, 1 .6-1B FAA/.6(FY)+FBB/FB=- .74 � USE W OX13 MOTES: (1 ) ALL DESIGN LOADS REDUCED BY .75 IN ACCORDANCE WITH SEC. 1 .5.6r P.5-22 OF A. I .S.C. SPEC. (2) LOAD CASE 1= .5LLY 1 .OWL. 1 .00LY 1 .0DL ,v \ 1, 11 Ii i i C ENDWALL T;E-AM ANALYSIS & DESIGN ED-50-1320 FORMAT FOR OUTPUT: SPAN SPAN LOAD LEFT RIGF-IT �► N0. (FT) (K/FT) REACTION REACTION MOM. MOM. MAX. MOM. MOM. LEFT END IN'T'. START RIGHT END PLATE MOM. PLATE END UISTANCE FROM LEFT END IN FEET TO: LEFT END ZERO MAX. ZERO START RIGHT END OF MOM. INT. MOM. OF END PLATE POINT MOM. POINT PLATE ACTUAL RENDING STRESS AT EACH LOCATION: LEFT END MAX. START RIGHT, END OF INT. OF END PLATE MOM. PLATE 1 15.0 0.7150 3.8578 6.8672 0.0000 0.0000 10.4074 --22.5705 -22.5705 .0 0.0000 5+3955 10*7910 0.0 0.0000 040000 10.5830 2 *95:31 -•22+9531 2 20.0 0.7150 7. 1500 7. 1500 -22+5705 -22.5705 13. 1795 --22.5705 -22+5705 .0 3.9283 10.0000 16.0717 0.0 -22.9531 -22.9531 13.4029 -22.9531 -22.9531 3 15.0 0.7150 6.8672 3.8578 -22.5705 -22.5705 10.4074 0.0000 0.0000 .0 4.2090 9.6045 15.0000 0.0 22+9531 -22+9531 10.5838 0.0000 0.0000 USE 136 x 15 r.. I I 51 v.r-�' E >� G w ►� LL Co L. U tM M FCF - I 1 S lam= 55cI3> ( W 2 0 C 13) 20r��> /i. '� (,Z, 000 = 2 1I) aylo 45. Y = 3.2Z �►- y s.cYgl FG = 14 .b I C -- - Fb _ 19.60'��C l 33� = 26 0 8 _. 1y _ f - Fe �c• = � �A = 12. 51 /2 .96 = A . 23 45 4•z '� ` Z[;os • 9r;•o� uS � w eXl 0 . w. C Ol. GGF - 55 � � 3� �. 5 =• 5.3L COl uN+ tit S�ypa/\-TE �fu J3�-rfa _ WA.Y'S. . - SOAGFO �, v way� a A= .z. ,ec� ry 841 US E (a. X /O � r-r. PURLIN DESIGN FY=:55 KSI FORMAT FOR OUTPUT: }LAY BAY LOAD LEFT RIGHT PURL-IN No. SIZE (K/FT) REACTION REACTION DESIG. MOM. MOM. MAX. MOM. MOM. LEFT END INT . cSTART FLIGHT END LAP MOM. LAP END DISTANCE FROM LEFT END IN FEET TO: END ZERO MAX. ZERO START OF mom . INT. MOM. OF LAP POINT MOM, POINT LAf' _.. . .. ACTUAL BENDING STRESS AT EACH LOCATION: LEFT END MAX. START RIGHT, E-KID OF INT. OF END LAP MOM. LAP 1 24.0 0. 1720 1 .5505 2.5775 4Z-28.97 LLL 0.0000 0.0000 6.9888 --3.3895 -12.3234 .0 0.0000 9.0147 18.0294 20.0 0.0000 0.0000 32.2 55C3 -15.6437 --28.4386 2 24 .0 0. 1720 2.2613 1 .8667 4Z--28.97 LLR --12.3234 -4.6543 2,5411 -5.8080 -7.5888 ' 4.0 7.7112 13. 1470 18,5827 23.0 --28.4386 -21 .4012 11 .7200 -26.8063 -17.5125 3 24.0 0. 1720 2.0128 2. 1152 4Z-25.97 --7.5888 --5.6620 4. 1880 --6.7892 --8.8184 1 .0 4.7237 11 .7021 18.6805 23 .0 ' -17.512 5 --26. 1323 1943295 --31 .3346 -20.3502 4 24 .0 0+ 1720 2.0797 2.0483 4Z-25.97 -8.8184 -6.8247 3.7543 -644801 -8.4425 1 .0 5.4839 12.0911 18.6902 23.0 -20+3502 -31 .4988 17.327 •; --29.9083 --19+4826 5 24.0 0. 1720 2.0483 2.0797 4Z-25.97 -8.4425 -6.4801 3.7543 -6.8247 -8.8184 1 .0 5.3018 11 .9089 18+5161 23.0 -1944826 -29+9083 17+3275 -31 .4988 -20.3502 6 24 .0 0. 1720 2. 1152 2.0128 4Z--2 5.97 -8.8184 -6.7892 4. 1080 -5.6620 -7.5888 1 .0 5.3195 12+2979 19.2763 23.0 77 20.3502 -31 +3346 19.3295 -26. 1323 -17.5125 7 24 .0 0. 1720 1 .8667 2*2613 4Z-28.97 LLL ;,' NE -7.5080 --5.8080 2. 5411 --4.6543 -12+3234 1 .0 5.4173 10. 8530 16.2888 20.0 -17,5125 -26.8063 11 .7280 --21 . 4812 -213.4�8^6 y-'`� vL a 8 24 .0 0. 1720 2.5775 1 .5505 4Z--20+97 LLR -12+3234 -3.389 5 6.9i3w 0.0000 0.0000 00 5.9706 14 . 9853 24.0000 24 .0 package steel building SYSTEMS Sutton, Massachusetts 01527 PACKAGE 8 " PURLINS & GIRTS V-11.3/4" 11-7/8" 11-7/8" 10-5/8" 10-5/8" 1-1/4" 4 I 1-1/4" r i z ( --► —•— 2-1/2" I I I _ 1-1/4" zl/,2" x 1-1/4"hex bolts&nuts 1/2" x 1-1/2"hex bolts&nuts Package Builders standard purlins and girts are light gage "Z"sections cold formed from 55,000 psi yield steel.The section properties and loads given in the following tables are in accordance with 1968 edition of A.I.S.F, specification for the design of light gage cold-formed structural members. The members are lapped 2'-0" over interior frames to meet the requirement of a continuous beam.The 2'-0"lap provides for double inertia over the frames. a, DIMENSIONS AND SECTION PROPERTIES i D Depth Fig Lip Thick- Wt. A,ea Allow Gea Allow With Section Hess Stress Ix Sx rx Ft-KIPS Moment F KIPS ' D. in B.In din T.in Lb/ft. in.2 fb(KSI) SZ14 8 2-3/4" 9/16" 0.075 3.86 1.11 33.0 11.08 2.60 3.16 7.15 9.53 8Z.16 8 2-3/4" 9/16" 0.060 3.07 0.88 33.0 8.76 1.93 3.16 5.31 7.03 Notes 1. Values tabulated in load tables are total allowable loads.Applicable dead loads must be deducted to reflect allowable live load. 2. Values tabulated based on: (A) Full lateral support of the compression flange (B) Minimum yield strength for steel FY = SSKSI ;u (C) Maximum deflection L/180 (for deflection tables only) (D) Number of continuous equal spans that give the most critical loading condition. 3. in cases where zees are designed on the basis of deflection, caution should be exercised to insure that the allowable load used does not exceed the allowable load based on bending. Tr,,;. �:<• 101E pact mg steel building, SYSTENIS Sutton, Massachusetts 01527 PACKAGE PANELS DIMENSIONS & PROPERTIES LOAD TABLES 12" t2' 12" t* 1-1/4" L3-7/16'j 4-5/8" 2-3/4" 4-5/8"—�-�—4-5/8"— 2-3/4" 4-5/8" 4-5/8" 2 3/4" 4-5/8" PANEL SECTION ENGINEERING PROPERTIES OF PACKAGE PANEL TOP FLAT IN BOTTOM FLAT IN Metal TotalL Weight COMPRESSION COMPRESSION Fb Thk ThkLb/Sq Ft Ix Sx Ix Sx (psi) In4/Ft Ina/Ft In4/Ft Ina/Ft 26 Ga.Steel 0.018 .0217 1.090 0.036 1 0.036 0.043 0.051 33,000 1. Section properties have been calculated in accordance with current A.I.S.C.specifications. 2. Minimum yield strength of steel is 55,000 psi. 3. Steel panels are galvinized with 1.25 ounce "commercial" zinc coating.The corresponding reduced thickness shown above as"metal thickness"was used in determining section properties. MAXIMUM TOTAL UNIFORM LOAD IN PSF Span Condition 2'.0" 3'-0" 3'-1U" u'-0" 6'-0" Simple 198 88 54 31 22 26 124 45 27 16 GAGE 2 Span 280 124 75 45 30 299 _ 69 _65 37 STEEL 3 Span 309 137 95 49 34 234 1 84 _ 51 129 4 Span 320 143 95 51 35 ` 249 84 1 54 31 v 1. Top values based on bending. Bottom values based on allowable deflection of 180 for 2L and 3G0 allowable deflections multiplyy values tabulated by .750 and .500 respectively. 2. For wind loading multiply tabulated and/or calculated values by 1.33. l • ��C+;,, tit,. 102E is AAA AL 19 nit' v Q. 0� 0 G pi � CERTIFIED PLOT PLAN ` LOCATION B�,evs / �\�br SCALE . �.��- 30 . . DATE A�e-. . PLAN REFERENCE ,eEC7��cvG'b i�v PL, 8,�. Z4 L . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . / I CERTIFY THAT THE ! ?^!C. . ��`�'`�D9?10i✓. SHOWN ON THIS PLAN IS LOCATED ON THE GROUND AS SHOWN HEREON 7;U u sT DATE PETITIONER: REGISTERED LAND SURVEPR s�a ` �� �K wr gr '! � n , v 001 )'. :ro „ T J. etas ' mr c�* , 41 h 7 Y Ai r 1: Y yr • E,ST 1 Q ES Zy c.S 20 r�I 2a ES �a ES - 2Q �� 9 — --- — -- - ---- T ; CC 00 6 x i Ln i1 U- ,.1_ / LL p� Q' tj i LL r - -_ _ -- N I0 I Ln Nj J)CD tA SA -- - ! I LLt - t x I 4 $` Wd 01 i St I Ll "� LL 1 z 151 a 4 EST } �� C �� - 2 U 1L 'ZC USE. Q?,) � X z�� A32 5 T3c�LT5 �T"YP) ! — — 20 - - - - , ----- �-` � - -- ---C-S - �— - ��T•_ I � — r LO o Y �� -- - - 4 5 ---q !`j 4.5 v� `� Co"�- I�� q � s C �- i� LL M 4- '� S- I PL A7�_ n �'� 7c� 9 Maraspin Creek Realty Trust A=296-24 ,.. ! -)AIv -- ,A^ , S #G c�a Soh 1 U �A 1 O lot #10 200 Thornton Drive J • A Hyannis Permit #22161 April 29, 1980 A -4 ko 1 I vo —F0 I,J Da A0joi t^F T\� PIICAL N U I O R SECT iC� l PACKAGE STEEL BLDG'S PACKAGE BUILDERS, INC. f' HARBACK ROAD, — SUTTON, MASS. 01=7 }� BCAL[ DRAWM •Y AN N R[Vtf[D 01 FRAMN C1ATF wPvA CtYEC1 RV .. y A r t ti j VL ; a ; i E `Q i k''L' A r+. 10' x r 3' �C,(�tZO► to X_ Aop" �r, E F. L '�' ram;> ,31r ;'�i` N �''"� ► 1 C>t t �'. I 10 ;4