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027-270-025
HYYTINEN ENGINEERING 3400 Kauai Court, No. 108 Reno, Nevada 89509 - (702) 826-3019 SERIES 2304 330 S CALCULATIONS � $0Q 1, , PREPARED FOR: FOUR SEASONS SOLARIUMS 5005 Veterans Memorial*Highway Holbrook, New York DATE OF CALCULATIONS: September 10, 1991 . Hy O -S -2m - z -9 Solarium/Patio. Room Product -Engineering Only rd t --"'P N rT 1. Y, SCOPE OF WORK:7-- These -standard calculations investigate this solarium/pato product for the allowable vertical and latera1.-,-.1 ' oads for the members and applicable connecti.on'§,`.,--Both solariums are assumed to be attached .t to sud.. wall, ' fidmi-ng at the ridge and: a I concrete slab at the 6 ,.-a'.*s, detailed in the shop diawin gs. L-'rMIT-ATION - OF -ENGINEERING: he: i`e�nlp d 'u -sq.' or attachment tachment of the solarium., does =-h : ot cgzrfarm:-----with the".' -standard designr-:A..1' sh6wn on the shop drawihgs,'fhen additional attention s -:required. E conly�0� BUTT LDING DEPT JUL 22 1993 7- -2-S �s INDEX TO CALCULATIONS: Note: These units were originally named Series 270k and 370k. The units are now named Serie-s,230 and 330. All calculations here refer to Series 270k and 370k since calculation's were completed before the name change occurred. Design Criteria ................................................ 1.3 Notes & Qualifications ............................................ 1.4 Cross-section of units .............................................. 1.5 Designloads ....... _........................................... 1.6 Strength of glazing bars and, corresponding allowable roof loads ............... 2.1 Strength of aluminum shape SW -26794 eave header for series 270K and"corresponding allowable roof loads ............................... 3.1 Strength of aluminum shape SW - eave header for series 370K and corresponding allowable roof loads ................................. 4.1 „Strength of aluminum shape: SW -26745: vertical mullion and corresponding allowable roof loads ................................. 5.1 Strength of aluminum shape: 7TSL: slider -sill ............................ 6.1 Strength of aluminum shape: SW -26782 Raceway H ....................... 7.1 Strength of aluminum shape: 7CB: center bar ............................ 8.1 Allowable loads on ridge headers ..................................... 9.1 Table of allowable roof loads based on maximum point loads on an unengineered slab .......................................... 10.1 Lateral design ................................................. 11.1 Strength of standard connections ................................... 12.1 Summaries of allowable vertical & lateral loads .......................... 13.1 Strength of aluminum shape: SW -26746- Poured and Debridged vertical mullion and corresponding allowable roof loads .................. 14.1 Strength of aluminum shape: Poured and Debridged Heavy -H vertical mullion and corresponding allowable roof loads .................. 15.1 Strength of aluminum shape: SW -26795 45 degree Bay Window mullion for alloy and temper 6005-T5 ............................... 16.1 A 0.....,--- n I, / o 61 HYYTINEN ENGINEERING 3400 Kauai Court, No. 108 Reno, Nevada 89509 • (702) 826-3019 ' The following calculation will act as an upgrade for the SERIES 230 & 330: STANDARD CALCULATIONS from the 1988 UBC to the 1991 UBC. The wind design loads will be compared. 1988 UBC 80 MPH Exposure C (Original Maximum Design Wind Load) Ce = 1.2 Exposure"C" h < 20' Cq = 1.2 Vertical area Qs = 17.0 80 MPH I = 1.0 P = .75 X 1.2 X 1.2 X 17.0 X 1.0 = 18.36 psf 1991 UBC 90 MPH Exposure B Ce = 0.62 Exposure "B", h < 151. Cq = 1.2 Wall element Qs = 20.8 90 MPH I = 1.0 P = .75 X 0.62 X 1.2 X 20.8 X 1.0 = 11:61 psf As can be seen in the above wind load comparison the wind load has been reduced from the 1988 UBC. The calculations will be adequate as is without change. The analysis is.conservative even at an 90 MPH wind load. DESIGN CRITERIA PROJECT LOCATION: Four Seasons Series 230K & 330K Standard Calculations BUILDING CODES AND DESIGN REFERENCES: 1. Uniform Building Code, 1988 Edition. 2. Specifications for Aluminum Structures, Fifth Edition, By the Aluminum Association, Inc. DESIGN LOADS: Roof Load: W11 = 20 psf minimum. Wind Load: Ww1; Tabulated in the Summaries, with a.minimum load based on 70 mph with Exposure B; and a maximum load based on 80 mph with Exposure C. Contractor is to verify conditions per calculations prior to construction. See calculations Section 11 for wind. load analysis. Seismic Load: Weq; Based on Seismic Zone 4. MATERIALS: Extruded Aluminum Sections; Alloy & Temper: 6005-T5. Tube Steel Columns; ASTM A-500, Grade B, Fy = 46 ksi. Screws; Hilti Kwik -Pro or Equal. Anchor Bolts; Hilti Kwik Bolts or Equal. DESIGN ASSUMPTIONS: Standard design assumptions additional design criteria 2311(h) of the 1988 UBC. SOILS REPORT: for Patio Covers are based on found in Chapter 49 and Section Soils assumed to be well -compacted, granular, and non - expansive with an allowable soil bearing pressure of 1000 psf. Contractor shall verify, that existing soils are proper to support the assumed bearing pressure. NOTES AND 0 UA L IFICA TIONS A.- Dead load of system is taken at 3 psf., complete. All the other gravity loads are considered Live Loads. Horizontal Glazing Bars (roof mullions) are continuous, from ridge to eave, are spaced at 305/ inches on center, and are assumed braced as described herein. Glazing Bars are also assumed to be supported at sill and ridge so as to carry the reactions indicated with no horizontal and vertical movement. Section properties are based on die drawings. B. Analysis assumed that muntins are adequately restrained to prevent movement along their length. C. Load Duration Factors used are 1.00 for Gravity loads, and 1.33 for wind. D. Maximum Deflection was evaluated at midpoint of straight glass lengths, E. Wind and Live Loads indicated are the maximum allowable applied loads the controlling member can support. Since.these loads are based on stress only, they may result in total structure deflections that are unacceptable. :F. Effect of the total structure deflection on the weather tightness of the complete system was not reviewed. 1G. Contractor shall be responsible for all required temporary bracing during construction, and for insuring that construction loads do not exceed the maximum allowable loads shown on summary sheets. H. Thermal stresses were not reviewed. 1. The following items represent some conditions which will require additional attention by the engineer: 1) drifting and/or sliding snow. 2) placement on a raised deck. J. Roof Panels are approved for California Factory Built Housing Approval I.D. C.I.P. S46. All design and engineering of roof panels is provided by others. K. METHOD OF ANALYSIS 1. Loading conditions include gravity loads (dead plus live loads), wind loads, and a combination of both, applied to the structure per 1988 UBC. 2. The horizontal and vertical Glazing Bars were analyzed for flexural stresses, and axial stresses and interaction. Consideration was given to unsupported length of the compression flange (Lateral buckling) and to Euler buckling effects. L. SPECIAL NOTE REGARDING REINFORCED ROOF LEG: (IFAPPLICABLE) Analysis assumes structurally adequate attachment of continuous bottom reinforcing channel to continuous heavy Glazing Bar for the entire straight portion of the roof leg. 4 Seasons Table -8 ' 1 c COs HYYTINEN ENGINEERING / SHEET NO. 3400 Kauai Court Suite #108 RENO, NEVADA 89509 CALCULATED SY OF DATE Phone (702) 826-3019 Fax (702) 826-3076 CHECKED BY DATE SCALE —._.__.__..._.<........_......_.. _..... _ _ ......- - - _._ _..... , I , i i : I i i i — ; —'---- — ---.. -T — -- - — -- - -- -- - __ ..... _... ; i t ! i f , : : i � i E --LYP l U DN. jRI 5_D..... -`= .... ...D._ ..-f'fAO�....__._.... _ --.......... .... -...... ...... ........................ f i , j , ; f i I ; i ty_ i , i • i f i . i I __ JANL) Vis_ Viz._' �.G MPx -e _ ._10 _1_ _......- .-c�...-. _. _�- ....._.__ i ......._........--..........._ _-- _ _ _ ---- .. - - -...__ ...... ........ ...... --- ._._._...... _...... _._ -.._.. c.tr - - _ ....._ _...._ -- --... .._._ _....._ _...._ _.._ . ..... ... 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L... �>�>�� s�Rt;ss�s:----------- ALUMIMUII SHAPE SW -26794 WITH WS ATTACHED (inches, degrees) A= .BS83203 Xc= 1.523421 Yc= .84.14878 Ix= .6925832 ft St= .-13111.64 St= .5396 19= 1.221548 S1= .6976221 Sr= .7551708 Ix9= 5.048207E-02 Iz= 1.914132 X= 1.08281E-03 Axp= 5.403067 Ixp= .6878085 Sbp= .4571993 Stp= .5399325 19p= 1.226323 Slp= .7448137 Srp= .7083457 3,1 , . 14 ��' I�,, r-l�„��-},� Vie,.,, P..,,,►�-s � l��-�@, s..QPafi � ��"�-,�' S,� `• —--._..- Z, 5155 in— �$,`�A..-'....3 TbL E—T 7 y V p.o?Iti 1'-6 C- o. cl On 76- pl"G 1•n yj W1 J S «tt 44 6 C A-A--'*e,r w<alcux'1S. A-, s� = o.43tt.: •1i��3. Al.t.ywA�l,� s���s '• T ILr�14c �., I G MIDS?AT1 a 74.1 L--/4, , 4-11. 16-/ = 4s.s ��<�,,� sSz IV �TFy{ - j5,� 34.1 I�/m , �1�.• �p�� 40.1 �sC 17bhp �. ll= �H Li = Z 3 16/lk 31T. iL�/d" '• = � �'-''' ; wry = 11� o t --+i o s�aa� . � f �� P- LTL 175;z 1'n5 �Z L4 Ii$I_3 ESPY=- LoP.Ds sTL PTL 'Z- wTL- i to I -L s4.s psi I4 f!P 40.1 �sC IS. 31. j r i HYYTINEN ENGINEERING 3400 Kauai Court Suite #108 RENO, NEVADA 89509 Phone (702) 826-3019 Fax (702) 826-3076 f JOB W- c -A G Ii.) -.> SHEET NO. 3a OF 3 u CAICULATEO BY—12& '�%°}�� G DATE CHECKED BY DATE QrAl c m ALUMINUM SHAPE SW— RIDGE HEADER (inches, degrees) A= .5587049 Xc= 1.582283 Yc= 1.4417Z 1 Ix= .2852488 Sb= .1423637 St= .1756848 19= 1.8531.72 S1= .4876657 Sr= .5627061 Ix9= 7.710621E -9Z lz= 1.2585Z M= 7.I088ZIE-04 Axp= 5.15329 lxp= .198295 Sbp= .1261023 Stp= .1921653 I9p= 1.060225 Slp= .4955083 Srp= .5384132 / al Q 6005 allowable stresses for section SW- Ridge Header dt� .ter: .Lb = 30.6250v" v" b = 2. 3�� J1�_ h = 1. 7500 tw = 0.0550 t f = 0.0600 rx = 0.6G61 ry = 1.3730 z tension on extreme fiber in bending allowable stress for .spec #2: Fbt = 28.0 ksi flexural strength based on extreme fiber in compression allowable stress for spec #11: based on Lb/ry = 22.31 Fbc = 21.00 flexural strength with local flange buckling in compression allowable stress for spec #16: based on b/tf = 41.88 "bc = 13.85 flexural strength with local web buckling in compression allowable stress for spec #18: based on h/tw = 31.8 Fbc = 28.00 HYYTINEN ENGINEERING 3400 Kauai Court Suite #108 RENO, NEVADA 89509 Phone (702) 826-3019 Fax (702) 826-3076 JOB SHEET NO. OF CALCULATED BY ✓ DATE u CHECKED BY DATE H,Y TABLE OF ALLOWABLE TOTAL LOADS FOR; HEADER'S SERIES 37(-X;:'. DH & vG WITH SAVE HEADER' --------------------I----77--------- �} Unit '''- 6 5/8"ll,": 4'- 11 1/2"t Widths: Load, lb.' Lead, lb X18.00: 161.0(- -----7---7----------------- a1 1 caw l Al 1 caw Lead,/psf Lead, psf 8.-00: 61 C> 1 1b. 77 ; 3, 1 C). 00: 49'. 84; 12". 6� � 13.00; 08.4; 5.71: ------- -------=---------------- ------------------------- file.: ------------------- fi1e.: H 37C )k:1 ALUMINUM SHAPE Std -RIDGE WITH W2 ATTACHED (inches, degrees) A= 1.16863S Xc= 1.454839 Yc= .5482512-' Ix= 1.297648 Su= .S4'JSSU*6 St= .629101 19= 1.898b48 SI= .9362155 Sr= .945421 Ix9= .3188331 Iz= 3.187897 X= 1.536666E-63 Axp= 23.53931 Ixp= 1.158156 Shp= .6224437 Stp= .6853439 I9p= 2.828941 Slp= .9721321 Srp= .7638453 / a12_6005 allowable stresses for sec=tion SW—RIDGE with W2 attached tension on extreme fiber in bending Fbt =..28.0 ksi flexural strength based on extreme fiber in c=ompression allowable stress for spec_ #11: based on Lb/ry = 24.0ti Fbc = 20.51 flexural strength with local flange buckling in compression allowable stress for spec #16: based on b/tf = 41.88 Fbc = 13.85 /• flexural strength with local web buckling in compression allowable stress for spec #18: based on h/tw = 31.82 Fbc = 28.00 b = 2. 5130 h = 1. 7500 tw = 0.0550 t f = i 0.0600 r x = 1.0535 ry = 1.2717 tension on extreme fiber in bending Fbt =..28.0 ksi flexural strength based on extreme fiber in c=ompression allowable stress for spec_ #11: based on Lb/ry = 24.0ti Fbc = 20.51 flexural strength with local flange buckling in compression allowable stress for spec #16: based on b/tf = 41.88 Fbc = 13.85 /• flexural strength with local web buckling in compression allowable stress for spec #18: based on h/tw = 31.82 Fbc = 28.00 HYYTINEN ENGINEERING 3400 Kauai Court Suite #108 RENO, NEVADA 89509 Phone (702) 826-3019 Fax (702) 826-3076 JOB 13 - `✓"oZ I -L7-'<S 7-,7,)< SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE cral r .......... 0k 2 5: D1 .......... 53 0 .......... t7 -I TABLE OF ALLOWABLE TOTAL LOADS FOR HEADERS SERIES 370K DH &< GG WITH EAVE HEADER AND W.-: ATTACHED file: H 370K2 Unit : 21- 6 5/8"!: 41- 11 1/2"; Widths: Lead, lb ; Lead, lb : 1, 1. 8.'oU: 586.00; ---=\---------------------- \A1 1 ow ; Al 1 caw Load; psf : Load, psf -------------------------------- 8. UU : 222. 96: 57.40: --------------L\ ----------------- 1U.00: 178.37: 45.92: --------------------------------- 18. Ui) : 137, *--*1: 35.33: ---------------- 15.001 i 118.91: --------------- -----------`- 30. 62 : file: H 370K2 HYYTINEN ENGINEERING 3400 Kauai Court Suite #108 RENO, NEVADA 89509 Phone (702) 826-3019 Fax (702) 826-3076 JOB tu)'LS�P�onlS SHEET NO. J OF CALCULATED 8Y DATE 7 CHECKED BY DATE "--' DO NOT SCALE DRAWING COMMERCIAL EXTRUSION TOMER.--CES UNLESS STATED / CORNER RADII .015 EXCC°i A- NOTED / / �.024 '.008 ,. . .. 3.625 -------•----- 406 050 . • ., . .. •,. . - 0.95 2.000 1 2 4' / _.006. �' 800 .69.0 .060 P. T. ,060 R."'� ' '.006 / '_.006 © TY060 R . � 365 094 .050 060 060 _ - n L .090 R � 4' TYP(e)(2)� I .231 / '.006 2.610 .18e � . oea .875 n . 050 / ACTUAL SIZE o 90 X 010 DP ' SOO t.o.TYPRzi 1.336 050/ 05 117 / � iYPc2> '.Old 1.7so �� © - ---J' S ((zFw s I / • 038 a ENDS. / FOR PRINT APPROVAL' 2.446 .875�� SEE OTHER SIDE I O. &2S' P.T. 1 .375 I /� 375j NOTE - .375 EXPOSED SURFACES. . 15� 188/' •� FULL R. TYP(•)(7) 3.0488 a ENDS i WELLS ALUMINUM CORP -- j BELTON DIVISION e.006 WALL THICKNESS -,=UNLESS SPECIFIED BOX 627 BELTON S. C. 29627 C APPA"Eo INITn(- l9PPR'vgc FA YL. CUSTOMER NUMBER I 7NER" PART NAME RIDGE / EAVE HEADER- = EADER - 6063—T5 .564 18.875 S1 EF ESi6v��FT FACTOR IRI SCA E A FULL 6 2X �11 SW G LETR, REVISION CHEN BY DAld FOUR SEASONS ;-2351/3300 STArIDA, F0.031 R. 0.071 - 0.250 0.040 0.406 0.217 0.031 I 0.186 0.136 0.062 0.312 I .-- 0.031 0.511 0.031 R. 0.050 0.270 �-{ 0.072 \ I � 0.062 I j 0.125 II_II 0.050 0.110 0.204 0.424 t - INDICATES 025 R. ( 8 ) INDICATES .0275 R. ( 4 ) 0 INDICATES .030 R. ( 4 ) > INDICATES .0325 R. (20) INDICATES .065 R. ( 9 ) LL UNSPECIFIED WALL THICKNESS TO BE 0.062 0.054 0.06211 I 0.015 R. X 0.015 DO.1,1 EXPOSED I I I I I I I I I I I I AND SH PPLY UN 4580 AIMO Olt NO. 3.000 1 0.384 1.363 1.313 c o. 0.071 0.782 - 0.406 c. o. 0.054 - 0.142 ID / 0.242 00 W/ 60' OPENING 0.500 0.217 0.532 T 0.250 0.971 1.313 2.713 0.781 2.213 1.681 - 0.900 0.764 0.500 • I 0.950 ----� 1.216 --'�- 0.834 0.156 �-+-- 1.056 --� 0.554 �-- 0.968 -� CL156 0.055 -� 2.890 �- 0.055 0 v n. ASTRO SHAPES. INC. 7", 85 MAIN STREET STRUTHERS, 01110 44471 DESCRIPTION SLIDER - HEADER SCALE 1.5-1 1 DRAwN K.M.M. DATE 9/25/90 CUSTDUER FOUR SEASONS SOLARI SLATE N.Y. o COST. PART NO. 7110 ACTUAL SIZE * INDICATES ACCEPTABLE -LIGHT Est' •722 S0.1N. WT W.866 Les. PAINT COVERAGE AREAS i En q- PULST. � "� EST' 22.268 W I nu0t� 3.77 IM.1 FACTOR 26 5 IN. L CAVITY 'A' ( 100 7) i iruoro . cnnt_11 SECTION PROPERTIES with GRAPHICS 01-01-19% ALUMINUM SHAPE SW- RIDGE HEADER Units: inches, degrees Rectangle Data X -Centroid = 1.582203 Y -Centroid = 1.441721 Number Base Height X -korner Y -Corner Angle 1 .055 2.61 3.048 0 U 2 .351 .05 3.103 2.56 0 3 2 .06 1.048 1.75 0 4 .995 .06 16 .113 1.69 U 5 .69 .094 -.577 1.656 V 6 .055 1.656 -.055 U C) 7 .05 .875 :2'.5b8 .875 -4 8 . 132: 055 -.188 0 C) . '3 .062 Ott 2. 386 . tj % 5 0 10 .062 . V5 V .875 C7 11 .05 .094 -.571 1.562 0 Section data is stared on tile: SW F:IIiGE.DA'( Section Property Values Area = .5587049 X -Centroid = 1.582203 Y -Centroid = 1.441721 Outer fiber - x left = 2.159203 Outer fiber - x right = 1.871797 Outer fiber - y bottom = 1.441721 Outer fiber - y top = 1.168279 Moment of inertia x-axis = 2052488 Section modulus - bottom = .1423637 _Section modulus - top = .1756848 Moment of inertia y-axis = 1.053272 Section modulus - left = .4878057 Section modulus - right = .5627061 Moment of inertia Ixy = 7.710621E-02 Radius of gyration x-axis = .6061066 Radius of gyration y-axis = 1.372026 Moment of inertia z-axis = 1.25852 Radius of gyration z-axis = 1.50085] Torsion constant K = 7.108021E-04 Angle of principal axis = 5.1532'-3 Outer fiber - xp left = 2.139672 Outer fiber - xp right = 1.069167 Outer. fiber.- yp bottom = 1.572493 Outer fiber - yp top = 1.031898. Moment of inertia principal x-axis = .198295 Section modulus - bottom = .1261023 Section modulus - top = .1921653 Moment of inertia principal y-axis = 1.060225 Section modulus - left = .4955083 Section modulus - right = .5384132 Radius of gyration principal x-axis = .5957507 Radius of gyration principal y-axis = 1.377552 SECTION PROPERTIES with GRAPHICS 01-01-1980 ALUMINUM SHAPE SW -RIDGE WITH W2 ATTACHED Units: inches, degrees Rectangle Data Number base Height X -Cerner Y -Corner Angle 1 .055 2.61 3.048 (_) 0 .351 .05 3.103 2.56 0 3 2 .06 1.048 1.7b U 4 .090 .06 .113 1.69 0 5 .69 .094 -. b 7 7 1.656 0 6 .055 1.b56 -. Obb L) 0 7 .05 .87b 2.5bu .875 -4 8 .133 . 055 -.188 0 0 . 13 .062 .05 2.986 .875 (_) 10 .062 .05 0 .875 0 11 .05 .094 -.577 1.562 0 12 1.323 .065 .065 -.022 0 13 .065 1.713 U -1.338 0 14 .065 1.181 2.94 -.806 C) 15 1.377 .065 1.563 -.025 () 1G .156 .065 2.784 .31 0 17 .065 .335 1.673 .04 0 18 .065 .335 1.184 .04 0 19 .146 .065 .07 .31 0 20 .927 .065 .07 -1.338 0 21 .054 .5 .411 -1.838 0 22 .055 .5 2.95 .375 L) 23 . 319 . (-')65 2.621 -. 806 0 24 .065 .185 2.621 -.741 0 25 .065 .125. 1.225 -.15 I_) 26 .05b .5 0 .3/b V Section data is stored on file: SWRIDGEA.DA*F Section Property Values Area = 1.166635 X -Centroid = 1.45483'-:) Y -Centroid = .5482512 Outer fiber - x left = 2.031833- Outer .031839Outer fiber - x right = 1.999161 Outer fiber - y bottom = 2.386251 Outer fiber - y top = 2.061749 _Moment of inertia x-axis = 1.297048 Section modulus - bottom = .5435506 Section modulus - tap = .629101 Moment of inertia y-axis = 1.890048 Section modulus - left = .9302155 Section modulus - right = .945421 Moment of inertia Ixy = .3188331 Radius of gyration x-axis = 1.05351 Radius of gyration y-axis = 1.271736 Moment of inertia z-axis = 3.187097 k:adius of gyration z-axis = 1.651422 Torsion constant K = 1.536006E-03 Angle of pr inc lOal ax's = 21. 0:::0 1 Outer fiber - xp left = 2.087104 Outer fiber - xp right =2.60622 Uuter fiber - yp bottom = 1.8t,obvi Outer fiber - yp top = 1. 0 13i Moment of inertia princ=ipal -axis = Section modulus bottom = .6224437 Section modulus - top _ .6053439 Moment of inertia principal Y-axis = Section modulus - left = .9721321 Section modulus - right = .7638453 Radius of gyration principal x-axis Radius of gyration principal Y-axis 1.158156 2.028941 = .9955063 1.317635 sE -I QS 330 _ _�4 re. � 4 At I A�� � St �sS ALUHIN!E! SHAPE VA-26?45 (inches, degrees) A= .3274 Xc= .9152642 Yc= 1.S Ix= .4953756 Sb= .3302SO4 St= .3302584 lu= 4.364532E-82 S1= 4.768663E-82 Sr= 5.568882E-02 Ixy= 2.388268E-08 lz= .5398289 R= 2.728334E-64 Axp=-3.029191E-06 lxp= .4953756 Sbp= .3362564 Sty= .3302504 Iyp= 4.364532E-02 Sip= 4.768603E-02 Srp= 5.568881E-02 L t (ob IN •�- (2..1�-�in.a/ Coy'--ef`G�c Ji A. .�+G.��.�✓' -17 e��e-�"1 Y= S3.c� • � 1.�. 1.0. � !3.44 krl -�- �a- . -K 14-K e— WcIA&ll '{. = �. �$ lam• SveG . � �I �7 �� Gec,�lern • ems- o- wl �G t"1�� , Y� 13 . i 9 6 2-1 k f ..,.�- J. r 1 Ooc�-i -� 1 S-fvm5ft'. GO�%�p�GiSIoA . 15- �. _19VTZEM . 370}_, 6.(-7. --- -- / s370kgg wind criteria: 70mph, exposure 6 And pressure = 8.40 psf applied wind load = 1.79 lb/in buckeling stress, Fey= = 18033.84 psi moment due to wind lead, Mwl = 972.73 lb -in 'bending stress, fb = 2945.44 psi p = 3189.00 combined stresses = 1.3296 maximum vertical lead p = 3189.00 lb,1 / s370kgg wind criteria: 70mph, exposure C wind pressure 14.40npsf applied wind load = 3.06 lb/in buckeling stress, Fec = 18033.£4 psi moment due to wind load, Mwl = 1667.54 lb -in bending stress, fb = 5049.33 psi p = 2537.00 combined stresses = 1.3296 maximum vertical load p = 2537.00 lb / s370kgg wind criteria: BOmph, exposure 8 wind pressure = 10.92 psf applied wind load = 2.32 lb/in buckeling stress, Fec = 18033.84 psi :moment due to wind 'load, Mwl = 1264.55 lb -in bending stress, fb = 3829.07 psi p = 2895.00 combined stresses = 1.3299 maximum vertical load p = 2895.00 lb / / s370kgg wind criteria: BOmph, exposure � wind pressure = 18.72 psf applied wind load = 3.98 lb/in buckeling stress, Fey= = 18033.84 psi moment due to wind load, Mwl = 2167.80 lb -in ,ending stress, fb = 6564.12 psi p = 21.48.00 combined stresses = 1.3298 maximum vertical load p = 2148.00 lb SYSTEM 370F•; 613 ----------------------------------------------------------------- Mullion Length, L = 5'- 6" Mullion Spacing, S = '- 6 5\8" TABLE OF ALLOWABLE ROOF LOAD ON MULL I ONS t ! J- j'Ti- ---------------------------------------- MAX VERTICAL LOAD UNDER COMBINED BENDING ---------------------------------------- 3189: 112, b::7: 2-8,35: 2148: ---------------------------------------- WIND LOADS 70MPH 7OMPH BUMPH 8OMPH WIDTH OF UNIT EXP B EXP G EXP B EXP C - ----------------------------------------------------------------- 81— 1 7\16" : 8.1',20 : 807.78: 244.85: 279.41: 207.31: ----------------------------------------------------------------- 101- 8 1\16" : 10.67 : .434.18: 186.30: :1.5'3: 107.73: ----------------------------------------------------------------- 13'- 2 11\16" : 13.22 : 188.98: - --- - - - 150.35: - - -- - - - - - - 171.56: - - - -- - - -- - 127.29: - - - - - - - -- - - -- - - 15'- - - - - - - - - - - - - - - 9 5\16" : - - - - - - - - - - - - - - - - - - - 15.78 : - - - - - - - - - - - - 1-58.41: - - - - - - - - - - - 126.02: - --- - - - - - - 143.81: - - - - - - - - - - 106.70: - - - - - - --- - -- F I LE : 370KGG 1 r J SIT,, 3 VW r'Iy w dN .1 s370kgg -.wind criteria: 70mph, exposure b And pressure = 8.40 psf ;applied wind lead = 2.63 lb/in buckeling stress, Fec = 18033.84 psi moment due to wind load, Mw1 = 1431.29 bending stress, fb = 4333.97 psi :p = 2741.00 combined stresses = 1.3297 •maximum vertical lead p = 2741.00 lb lb -in / s370kgg wind criteria: 70mph, exposure C y nd pressure = 14.40 psf applied wind lead = 4.51 lb/in 1buckeling stress, Fec = 18033.84 psi :moment due to wind load, Mwl = 2453.65 lb -in bending stress, fb = 7429.66 psi ;p = 1545.00 combined stresses = 1.3298 -maximum vertical lead p = 1945.00 lb / / s370kgg wind criteria: Bumph, exposure 8 wind pressure = 10.92 psf .applied wind load = 3.42 lb/in :buckeling stress, Fec = 18033.84 psi moment due to wind load, Mwl = 1860.68 lb -in bending stress, fb = 5634.16 psi ;p = 2381.00 combined stresses = 1.3297 maximum vertical lead p = 2381.00 lb J s370kgg ;wind criteria: 80mph, exposure C wind pressure = 18.72 psf applied wind load = 5.86 lb/in •bucF:el ing stress, Fec = 18033.84 psi -°moment due to wind load, Mwl = 3189.74 lb -in bending stress, fb = 9658.56 psi p = 1470.00 combined stresses = 1.3295 !maximum vertical 'load p = 1470.00 lb - SYSTEM 370K G13 ----------------------------------------------------------------- Mullion Length, L = S'- G" Mullion Spay=ing, S = 41- 11 1\2" 4.9583 TABLE OF ALLOWABLE 40OF LOAD ON MULLIONS ---------------------------------------- MAX VERTICAL LOAD UNDER COMBINED BENDINim ---------------------------------------- 2741: 1945: 2381: 1470: ---------------------------------------- WIND LOADS 70MPH 70MPH BUMPH B MPH WIDTH OF UNIT EXP B EXP C EXP B EXP l: ✓ ----------------------------------------------------------------- 8— 1 7\16" : 8.120 : 173.79: 127.58: 156.17: 96.42: ----------------------------------------------------------------- 10'- 8 1\16" : 10.67 : 136.79: 97.07: 118.83: 73.36: ----------------------------------------------------------------- 13' - 2 11\16" : 13.22 : 110.3j: 8.33: - - - - - - - - - - 95.89: - -- - - - - - - - 59.20: - - - - -- - - - - - - - - - 15' - - - - - - - - - - - - 9 5\16" : - - - - - - - - - - - - - 15.78 : - - - - - - - - - - - - - - - - - - - 92.54: - - - - - - - - - - - 65.66: - - -- - - - - - - 80.38: - - - - - - - - - - 49.63: - - - - - - - - - - - - - - - F I LE: - - - - - - 370KGG_2 / al _6005 allowable stresses for section SW -'6745: H -Channel nodel 370kdh L = 82.6250 Lb = 26. 000( b = 0.66210 h = .9 )OO t = 0.0500 :r.x = 1.2301 ry = 0. 3651 basic axial compressive strength allowable stress for spec #7: based on L/rx = 67.17 ,Fa = 11.30 compressive strenqth with local flange bucE:linq allowable stress for spec #8: based on b/t Fa flexural strength based on extreme fiber in compression allowable stress for spec #11: based on Lb/ry = 71.21 Fb = 15.07 flexural strength with local flange buckling allowable stress for spec= #15: based on b/t = 13.24 Fb = 13.82 flexural strength with local web buckling allowable stress for spec= #ltd: based on h/t = 58.00 Fb = 24.84 sYST157m 3 k t>+A / s370kdh - wind criteria: 70mph, exposure 8 And pressure = 8.40 psf applied wind load = 1.75 lb/in buckeling stress, Fec = 11506.76 psi moment due to wind load, Mwl = 1524.50 lb -in bending stress, fb = 4616.21 psi p = 2107.00 combined stresses = 1.3257 maximum vertical load p = 2107.00 lb / s370kdh wind criteria: 70mph, exposure C wind pressure = 14.40 psf applied wind load = 3.06 lb/in buckeling stress, Fec = 11 06.76 psi moment due to wind load, Mwl = 2613.44 lb -in bending stress, fb = 7913.50 psi p = 1458.00 combined stresses = 1.3257 maximum vertical load p = 1458.00 lb / s370kdh wind criteria: 80mph, exposure B wind pressure = 10.52 psf applied wind load = 2.32 lb/in buckeling stress, Fec =-11506.76 psi moment due to wind load, Mwl = 1581.86 lb -in bending stress, fb = 6001.07 psi p = 1814.00 combined stresses = 1.3297 maximum vertical load p = 1814.00 lb / s370kdh wind criteria: 80mph, exposure C wind pressure = 18.72 psf applied wind load = 1.58 lb/in buckeling stress, Fec = 11506.76 psi moment due to wind load, Mwl = 3357.47 lb -in bending stress, fb = 10287.55 psi p = 1070.00 combined stresses = 1.3258 maximum vertic=al lead p = 1070.00 lb ;SYSTEM 370K DH ----------------------------------------------------------------- Mul l i� �n Length, L = 61- 10 5/8" Mullion Spay=ing, S = 21- 6 5\8" 2.5521 TABLE OF ALLOWABLE WOOF LOAD ON MULLIONS ---------------------------------------- MAX VERTICAL LOAD UNDER COMBINED BENDING ---------------------------------------- 107: 1458: 1814: 1070: ---------------------------------------- WIND LOADS 70MPH 70MPH 80MPH 8OMPH WIDTH OF UNIT EXP B EXP G EXP B EXP C. -------------------------------------------------------7--------- 8'- 1 7\16" : 8.120 : 203.35: 140.72: - 175.08: - - - - - - - - -- 103.27: ----- - - - - ------ - - - - - 101— 10'— - - - - - - - - - 8 1\16" - - - - - - - - - : 10.67 - - - - - - - - - - - - : 154.72: - - - - - - - - - - - -- - - - - - - - 101.07: - - - - - - - - - - 133.21: - - - - - - - - - - 78.57: - -- - - - - -- - - - - - - 13'- - - - - - - - - - 2 11\16" -- - - - - - - - : 13.22 - : 124.86: 86.40: 107.50: 63.41: -----------------------------------------------=----------------- 15' - 9 5\16" - - - - - - - - - : 15.78 - - - - - - - - - : 104.66: - - - - - - - - - - - - 72.43; - - - - - - - - - - 90.11: - - - - - -- - -- 53.15: - - - ---- - -- - - - - - F I LE: 370KDH 1 / s370kdh wind criteria: 70mph, exposure B wind pressure = 8.40 psf applied wind load = 2.63 lb/in buckelinq stress, Fec = 11506.76 psi moment due to wind load, Mwl = 21243.18 lb -in bending stress, fb = 67921.336 psi p = 1661.00 combined stresses = 1.3297 maximum vertical load p lb / s370kdh wind criteria: 70mph, exposure G wind pressure = 14.40 psf applied wind load = 4.51 lb/in buckeling stress, Fec = 11506.7E psi moment due to wind load, Mwl = 3845.45 lb -in bending stress, fb = 11644.05 psi p = 867.00 combined stresses = 1.3294 maximum vertical lead p = 867.00 lb / s370kdh wind criteria: BOmph, exposure B wind pressure = 10.92 psf applied wind load = 3.42 lb/in buckeling stress, Fec = 11506.76 psi moment due to wind load, Mwl = 2916.13 lb -in bending stress, fb = 8830.07 psi p = 1302.00 combined stresses = 1.3295 maximum vertical load p = 1302.00 lb / s370kdh wind criteria: BOmph, exposure C wind pressure = 18.72, psf applied wind load = 5.86 lb/in buckel inq stress, Fec = 11506.76' psi moment due to wind 'load, Mwl = 4999.09 lb -in bending stress, fb = 15137.26 psi p = 394.00 combined stresses = 1.32'37 maximum vertical lead p lb s f".W'1-3- •. w riy N -. _ 4 . sPau,,c� ..._.. _..-1.1 �z--- SYSTEM 37(-)K DH ------------------------------------------------------------ Mul 1 i� �n Length, L = F,?— 1(-' 5/8" Mullion Spacing, S = 4'— 11 1\2.'" 4.9583 TABLE OF ALLUWABLE MOUE LOAD ON MULLIONS jST. , JTL- ---------------------------------------- MAX VEE'TICAL LOAD UNDER COMBINED BENDINim ---------------------------------------- 867: --------------------------------------- 86T: 1::;0'2 394 : ---------------------------------------- WIND LOADS 70MPH 70MPH SOMPH BOMPH WIDTH OF UNIT EXP b EXP G EXP B EXP C ---------------------------- 81— 1 7\16" : 8.120 ------------------------------------ : 108.'5: 56.87: 85.40: 25.84: --- ---- ------------------------------------------------------------ 101— 10'— 8 1\16" : 10.67 : 82.89: 43.'2'7: 64.98: - . 19.66: -------------7--------------------------------------------------- 13'— 2 11\16" : 131.::2 : 66.90 34.92: 52.44: 15.87: ----------------------------------------------------------------- 15' — 9 5\16" : - - - - - - - 15.78 - - - - - -- : 56.08: - - - - - - - - - - - - 29. 2-'7: - - - - - - - - - - 43.96: - - - - - - - - - - 13.30: - - - - -- - -- - - - - - - F I LE: - - - - 370k:DH 2 SF�t�S �•3� : ruDP�e-�1GS--' Lt.i.�,,.,ac�.� s�r.�,Es -- ALll11.... ". SHAPE M-1-26?4S (inches, degrees) A= .3274 Xc= .9152642 Yc= 1.5 Ix= .4953756 Sb= .3302504 St= .3302504 ly= 4.364532E-02 S1= 4.768663E-02 Sr= 5.568882E-02 Ixy= 2.388268E-08 lz= .5390209 X= 2.728334E-64 Axp=-3.02919 1E-06. lxp= .4953756 Shp= .33362564 Stp= .3302504 Iyp= 4.364532E -R2 Sip= 4.7686031;-02 Srp= 5.568881E-aZ Sy e r - 71-13 > G(, K f r1 b t z rk Y� Zt kV 1 L L $ e L ,$ l 0 G� l✓� b �J" LIiG 1 to l CY_�.X'cc:� E� P 1 ...Guess value Given P fa — P > 0 . . . P is a positive number A fa f — + = 1.33 Fa fa Fb• 1 - F e c result Find(P) result = 471.743 ��- FUur Seasons Series 230 Patio Enclosure FILE: 230-com3.mcd Calculate the maximum vertical load which can be applied to vertical mullien in combination with a given wind load. GEOMETRY: L .= 94.625 ...total length of compression member Lb .= 57.0 ...unbraced length of compression member Trib .= 3.8958 ...mullien spacing of 31- 10 3/4" MEMBER PROPERTIES: S := 0.3303 A := 0.3274 rx := 1.23 nu := 1.92 ALLOWABLE STRESSES: E := 10100000 2 E Fa .= 8620 F e c _ ir Fec = 24175.775 F := 18470 2 Lb nu — rx LOADS: Ce .= 1.2 Cq = 1.2 qs .= 17.0.75. I .= 1.0 ...Based on 80mph Exp C P w I = Ce•Cq•gs•I P w 1 = 18.36 T r i b Wwl .= Pwl• WWI = 5.961 12 2 L Mwl .= WWI' — M w I = 6671.291 8 M w I f := fb = 20197.672 S P 1 ...Guess value Given P fa — P > 0 . . . P is a positive number A fa f — + = 1.33 Fa fa Fb• 1 - F e c result Find(P) result = 471.743 Table of max. allowable roof loads on vertical mullions Under Load combination: DL + 1/2 LL + WL. Values are in PSF. i 0 . . 5 DL 3 W i 8 10 12 14 16 18 ...W is unit width result Pll 2 - 3 2 W Pll i W Tr ib i i i 8 54.545 10 42.436 12 34.363 14 28.597 16 24.273 18 20.909 Conclusion: section is adequate for a wind pressure based on 80mph Exp C combined with the Live Loads given in the table above. P 1 ...Guess value Given P fa — P > 0 ...P is a positive number A fa fb + - 1.33 Fa fa Fb• 1 - Fec result Find(P) result'= 1037.489 Four Seasons Series 230 Patio Enclosure FILE: 230-com3.mcd Calculate the maximum vertical load which can be applied to vertical mullien in combination with a given wind load. GEOMETRY: L = 94.625 ...total length of compression member Lb .= 57.0 ...unbraced length of compression member T r i b = 3.8958 mullien spacing of 3'- 10 3/4" MEMBER PROPERTIES: S := 0.3303 A := 0.3274 r := 1.23 nu := 1.92 ALLOWABLE STRESSES: E = 10100000 2 E Fa = 8620 Fec = s Fec = 24175.775 F := 18470 2 Lb nu — rx LOADS: Ce = 1.2 Cq .= 1.2 qs .= 13.0.75 I = 1.0 ...Based on 70mph Exp C P w L = Ce•Cq q I P w 1 = 14.04 T r i b Wwl .= Pwl• Wwl = 4.558 12 2 L Mwt .= Wwl• — Mwl = 5101.575 8 M w I fb := fb = 15445.278 S P 1 ...Guess value Given P fa — P > 0 ...P is a positive number A fa fb + - 1.33 Fa fa Fb• 1 - Fec result Find(P) result'= 1037.489 Table of max. allowable roof loads on vertical mullions Under Load combination: DL + 1/2 LL + WL. Values are in PSF. i 0 . . 5 DL 3 W _ i 8 10 12 14 16 18 ...W is unit width result Pll 2 - - 3 2 i W Tr ib i W Pll 8 127.155 10 100.524 12 82.77 14 70.088 16 60.577 18 53.18 Conclusion: section is adequate for a wind pressure based on 70mph Exp C combined with the Live Loads given in the table above. LOADS: Ce 1.2 Cq 1.2 qs 13.0.75 1 1.0 ...Based on 70mph Exp C Pwl Ce•Cq•gs•I Pwl = 14.04 Tr ib Wwl Pwl• Wwl = 4.558 12 2 L Mwl Wwl• — Mwl = 6645.689 8 Mut fb := fb = 20120.162 S fb — = 1.089 < 1.33 OK i F Conclusion: Vertical Mullien is adequate to support a wind load based on 70mph Exposure C for a Patio Enclosure as defined in UBC Chapter 49. FILE: 230-WIND.MCD Four Seasons Series 230 Patio Enclosure Calculate the maximum wind load which can be applied to vertical mullien at gable end of solarium. 9'-0" max height at ridge. GEOMETRY: L .= 108.0 ...total length of compression member Lb = 57.0 ...unbraced length of compression member Trib .= 3.8958• ...mullien spacing of 31- 10 3/4" MEMBER PROPERTIES: S := 0.3303 A := 0.3274 rx := 1.23 nu := 1.92 ALLOWABLE STRESSES: E := 10100000 F := 18470 LOADS: Ce 1.2 Cq 1.2 qs 13.0.75 1 1.0 ...Based on 70mph Exp C Pwl Ce•Cq•gs•I Pwl = 14.04 Tr ib Wwl Pwl• Wwl = 4.558 12 2 L Mwl Wwl• — Mwl = 6645.689 8 Mut fb := fb = 20120.162 S fb — = 1.089 < 1.33 OK i F Conclusion: Vertical Mullien is adequate to support a wind load based on 70mph Exposure C for a Patio Enclosure as defined in UBC Chapter 49. COMMERCIAL EXTRUSION TOLCRaNCES UNLESS OT,CRVISE STATED CORNER RADII .015 EXCEPT AS NOTED _ 007 17511 .560 O •050 R. 010 R. X .010 HIGH TYP.(9) \ r - 90°X • 010 HIGH O 560 I.D. MARKS O O TYP.(2) %A T_ ACTUAL SIZE EXP. EXP _.024 a BASE !.038 a ENDS 2.900 •.034 2.650 - SY14 • N . .009 .662 `A .3750 09 1.699 REF. I •.009 FULL R. W •662 1 DO NOT SCALE DF.AVING '.024 a BASE 1.034 a ENDS J 2.900 3.000 .010 REF. WELLS ALUMINUM CORP • 006 BELTON DIVISION WALL THICKNESS 050 UNLESS SPECIFIED BOX 627 BELT[1N S. C. 29627 CUSTOMER 7HN N MB R PART NAME 3. H -CHANNEL NDN -THERMAL A 'L A A C IM L CLKP 6063-T5 .329 13.154 SOLID CF. ST. vTJfl fnCTOR CIRCLE SIZE 395 _ 33 3-4 CALL B / FULL R 2X S DATE TL 1I -D-90 W z� 6 //^11 7 I S \ '- TL t (_ ufCK DnIC LETR. REVISION CHGM III DATE FOUR CEAi•JNS , v �5/ /U SECTION PROPERTIES with GRAPHICS 01-01-1580 ALUMINUM SHAPE SW -26745 Units: inches, degrees Rectangle Data Number Luse Height X -Cerner Y -Cerner Angle 1 .05 2.9 .987 . otj 0 2 1.699 .05 0 0 u J 1.699 . 05 4. 768603E-02 2.95 c � 4 .05 .125 . 662 2.H25- 0 5 .05 i5 . 125 .662 .0b b Section data is stored on file: SW_26V45.DA1 Section Property Values Area = .3274 X -Centroid = .9152642 _ Y -Centroid = 1.5 Outer fiber - x left = .915264' Outer fiber - x right = .7837358 Outer fiber - y bottom = 1.5 Outer fiber - y top = 1.5 Moment of inertia x-axis = .4953756 Section modulus - bottom = .3302504 � Section modulus - top = .3302504 - Moment of inertia y-axis = 4.364532E -02' - Section modulus - left 4. 768603E-02 Section modulus - right = 5.568882E-0 Moment of inertia Ixy = 2.388268E-08 Radius of gyration x-axis = .1.230065 Radius of gyration y-axis = .3651148 Moment of inertia z-axis = .5390209 Radius of gyration z-axis = 1.283109 Torsion constant K = 2.723334E-04 Angle of principal axis = -3.0291'31E-06 Outer fiber - xp left = .5152643 Outer fiber - xp right = .783735£ Outer fiber - yp bottom = 1.5 Outer fiber - yp top = 1.5 Moment of inertia principal x-axis = ..4953756 Section modulus - bottom = .3302504 Section modulus us - top = .3302504 Moment of inertia principal y-axis = 4.364532E-02 Section modulus - left = 4.768603E-02 Section modulus - right = 5.568881E-02 Radius of gyration principal x-axis = 1.230065 Radius of gyration principal y-axis = .3651148 ALLMINUM SHAPE ?TSL : SLIDER — SILL (inches, degrees) A= .3272075 Xc= .4121963 Yc= 1.325174 Ix= .1716498 Sb= .129u772 St= .1232582 lu= 5.666739E-02 S1= .1374767 Sr= 6.8169©1E-82 Ixy=-8.573389E-03 Iz= .2277172 K= 4.328882E-84 Axp= 4.26279 lxp= .1716889 Sbp= .1325826 Stp= .1248126 Igp=.5.682835E-02 Slp= .1099549 Srp= 6.192886E-82 HYYTINEN ENGINEERING 3400 Kauai Court Suite #108 RENO, NEVADA 89509 Phone (702) 826-3019 Fax (702) 826-3076 zliT b.:e ................. ....... ..... ... .......... .... ....... ........... ........ . .... ............. ............ .... ........ .... ...... w Of� IL- lb. T I ............ . ..... ... ........ .... . ... . .... ... . ... ..... . ..... ............. . ........ . . ......... .. .......... . . . . ... ... .............. ........ 0! citos 1--. AUA-%A3(z U)AtX, ....... . ... . ... JOB SHEET NO. OF CALCULATED BY— DATE CHECKED BY DATE qr.Al F ki2f --- - ------ ....... T .......... - - -------- s 4 Ilir ....... - --- - ---------- ..... . ..... ............. . ................ .......... ...... . ............ — w Of� IL- lb. T I ...... . .... ........... ...... ..... zkn' . ...... .. ..... . . ... 7- i . . . ... ... ........ -. .............. .......... . . . . ............ . ....... 11 t>b ......... .. ...... ...... ..... ...... ...... ...... ...... .. .... ..... ... ..... -- --------- ------- ..... ........ ...... . .... ... .......... ......... .. ....... .......... . ............ tjj ........ . .. . ...... ................... . . ..... ............. .... .... . . --............._..r,_......1—...__.......—. . . .... ....... ......... . ... .... - -------- ALI, 7-1-1 W-'9— 9 .... ........ ..... . .... ...... -F . . . . ..... . ................... ....... ..... .......... . . .. . .. . .. . ........... tj eW:JAf: -Lrn S:U� A ....... ..... 5-2378/3300 STANDARD CONINIER ..S RSI. N0. 0.054 0.062 0.015 R.X - I 0.062 I�1 0.015 DID .I.1 0.072 0.062 I 0.125 T- i i=G 0.031 R. 50 -T 0.270 0.050 0.204 0.110 -� 0.424 ol�5d •'mo 0.030 � l0 f04m 45' n I 0. 0.031 R. 0.2500.071 �1 0.406 0.040 0.186 I 0.031 0.217 0.136 0.031 -� 0.3 t 2 0.062 lid 0.511 EXPOSED I I I I I I I I I I I I I I I I I I I ACTUAL SIZE :D I I I I 1 I I I I I L -J -S APPLY Urll 0.406 - 0.500 0.793 ,.313 2.213 - 2.713 0.686 •) INDICATES 025 R. ( 8 ) INDICATES ACCEPTABLE LIGTH .) INDICATES 00305 R. ( 4 ) PAINT COVERAGE AREAS INDICATES .0325 R. (22) o •) INDICATES 065 R. (ll) F ,LL UNSPECIFIED WALL THICKNESS TO BE 065 IN. THERMAL CAVITY 'A' ( 100 X) E ,LL UNSPECIFIED CORNERS do FILLETS TO BE .015 R. ALLOY do TEMPER : 5063 -TS Y SHO`Nl"l OTHERV/ISE 4581 AS1R0 0.[ 110. 3.600 - ..sz� 1.313 1.3033 0.384 CA 0.782 0.071 C.U. �- 0.054 1.075 0.250 0.441 0.343 �•- 0.217 - 0.532 0.813 0.971 1 I 1.681 TF -4-T,, n --- --- 0.7341 I 0.764 11 I •� x ` I• 0.138 0.834 4 1.216 -�-- 0.950 0.500 0.156 �+- 0.968 -�-� 0.554 +- 1.056--A 0.156 0.055 -� 2.890 - \ �-�- 0.055 0.142 / 0.242 OD �D W/ 60' OPENING o 0 rn 6 SO -IN. wtsTy, •907 S. 110 ASTRO SHAPES, INC. z IN. EST. PFV 23.208 N. c 6s 05 1dA1N STREET STRUTHERS, OHIO 44471 0 78 IN. FACTOR `16 APP. h0. DESCRIPTION SLIDER - SILL SCALE 1.5=1 1 O;tA...1 K.M.M. DATE 9/25/9-0- 4m cusrouER FOUR SOLAR sTATV N.Y. I CUST. PART NO. 7TSL L SECTION PROPER IE6 with UF'H1=HIUS 01-01-1080 ALUMINUM SHAPE 7TSL : SLIDEF. - SILL Units: inches, degrees Rectangle Data Number Luse Height X -Corner �rner Y -Corner Angle 1 .054 . J .40b 2.213 0 ' 2 . 992 . 065 C) 2.148 i ) 3 . 065 .728 U 1.42 i ) 4 .065 .686 .0325 .734 C) 5 .055 )5b . 734 U U ( I 6 .7365 .065 .0975 .734 U 7 .52 .065 .834 .7965 0 8 .065 .335 1.179 .5 0 . Section data is stared on file: 7TSL.DAT Section Property Values Area = .3272075 X -Centroid = .4121963 Y -Centroid = 1.325174 Outer fiber - x left = .4121963 Outer fiber - x right = .0418036 Outer fiber - y bottom = 1.225174 Outer fiber - y tap = 1.387826 Moment of inertia x-axis = .1710498 Section modulus - bottom = .1290772 Section modulus - top = .1'232502 Moment of inertia y-axis = 5.666739E-02 Section modulus - left = .1374767 Section modulus - right = 6.016901E-02 Moment of inertia Ixy = -8.573389E-03 Radius of gyration x-axis = .723019 Radius of gyration'y-axis = .416154'3 Moment of inertia z-axis = .2277172 Radius of gyration z-axis = .834231 Torsion constant K = 4.328882E-04 Angle of principal axis = 4.26279 Outer fiber - xp left = .5095577 Outer fiber - xp right = .9047329 Outer fiber - yp bottom = 1.294958 Outer fiber - yp top = 1.384447 Moment of inertia principal x-axis = .1716889 Section modulus - bottom = .13 5826 Section modulus - top = .1240126 Moment of inertia principal y-axis = b.60263&E-02 Section modulus - left = .109054'j Section modulus - right = 6.102806E-02 Radius of gyration principal x-axis = .72426S3 Radius of gyration principal y-axis = .413U017 ALUMINUM SHAPE SII -25792 : RACEWAY H (inches, degrees) A= .558395 Xc= 1.237162 Yc= 1.151887 Ix= .6768845 Sb= .5869884 St= .3647784 19= .7708993 SI= .4417831 Sr= .4383439 Ix9=-7.866819E-83 Iz= 1.446184 K= 5.49827E-84 Axp=-4.271184 Ixp= .6754771 Sbp= .528782 Stp= .3422035 Iyp= .7786271 Slp= .4187074 Srp= .4216517 / al 6005 allowable stresses for section SW -26792: RACEWAY H Aodel 370k DH L = 8'.650 Lb = 26.0000 b = 0.5110 h = 2. 90c 0 t w = 0. 0550 -tf = 0.0500 rx = 1.1003 ry = 1.1744 rmin = 1.1003 basic axial compressive strength allowable stress for spec. #7: based on L/rmin = 75.0' Fa = 9.04 compressive strength with local flange buckling allowable stress for spec #8: based on b/tf = 10.22 Fa = 15.03 flexural strength based on extreme fiber in compression allowable stress for.spec #11: based on Lb/r_y 22.14 -b = 21.00 flexural strength with local flange buckling allowable stress for spec #15: based on b/tf = 10.22 Fb = 17.51 flexural strength with local web buckling allowable stress for spec #18: based on h/tw = 52.73 Fb = 26.26 a l _6005 211owab1e stresses for section 5W-26752: RACEWAY H iodel 370k G13 _ = 66.0000 _b = 9.375o � = 0.5110 _ 2.9000 ;w = 0. 0550 f = 0. 0500 -x = 1.1003 .y = 1.1744 -min = 1.1003 basic axial compressive strength allowable stress for spec 47: based on L/rmin -a = 12.64 compressive strength with local flange buckling allowable stress for spec #8: based on b/tf = 10.22 Fa = 15.03 flexural strength based on extreme fiber in compression allowable stress for spec #11: based on Lb/ry = 7.98 Ob = 21.00 flexural strength with local flange buckling allowable stress for,spec #15: based on b/tf = 10.22 Fb = 17.91 flexural strength with local web buckling allowable stress for spec_ #18: based on h/tw = 52.73 Fb = 26.26 / a l 6005 allowable stresses for section SW -26792: RACEWAY H acodel 270k L = 83. 0000 Lb =24.2500 b = 0.5110 tw = 0.0550 t f = 0.0500 r x = 1.1003 ry = 1.1744 rmin = 1.1003 basic axial compressive strength allowable stress for spec #7: based on L/rmin = 75.44 Fa = 8.96 compressive strength with local flange buckling allowable . stress for spec #8: based on b/t f = 10.22 Fa = 15.03 flexural strength based on extreme fiber in compression allowable stress for spec #11: based on Lb/ry = 20.65 Fb = 21.00 flexural strength with local flange buckling allowable stress for spec #15: based on b/tf = 10.22 Fb = 17.51 flexural strength with local web buckling allowable stress for spec= #18: based on h/tw = `2.73 Fb = 26.26 / s'37UE:gq wind criteria: 80mph, exposure C find pressure = 18.72 psf applied wind load = '.87 lb/in buckling stress, f=ey= = 91.'.'2*3'. 7 psi "„' �. a moment due to wind lead, MWl = JJJL lb -in bending stress, fb = '312 -"*'3.87 psi p = 2187.00 combined stresses = 1.33298 maximum vertical load p lb /. s sYsTt�m z 7ok �ULUON �HUµy �-I,/Zh :1(Sl mr- -Z(v74- L w"Il 6-' feplaLc� w"H AJ (-Svlc�OC . SVJ -'2,(1717- l� elC--+I/r lc,.� ,,,irt%-� 13 .1, L-�c I 5y'AEd' Tn ---� S / i For s`f 7f— o k W / 11 1 w1 IT& C 't .4 4 - Itis o.,- ` ' , c n -ti asci a S e d co —57 w p t') w ih �%\ j. G Fa -L- SQ, �> ��U�s 5L1- 2,G7 -S : pr -+Rx = t.2.su- w 9L k �rf,T fI p,,A,,c = �-(�+. t- CoNGjwj�ot� , $( losDec4i, Aj.,. Tr1')r►j sL'--tFe SW -2k97- S�. .�.�- Ga..., ba ?nic.•iL�o..•,e-t.� . r10-�f�j„pr c.�.;2.w��..�:,ns CCMMERCIAL EXTRUSION IULLKATILLS UNLLNN )INiLu CORNER RADII .015 EXCEPT AS NOTED .511 — ..048 R. •094 - .010 R. X .010 x.060 P ENDS 3.500 .055 T 2.478 2.290 x.060 R ENDS 050 . osbl 2.390 034.@ ENDS 009.515 ' _.024 2 EASE ^ .034 2 ENDS 3.000 I 2.900 3.020 500 1.296 '.009 05------------ L 0 x 050 ..006 DETAIL 'B' 3X SCALE .090 R. z TYP(2)(-) .500 .010 R. X .010 HIGH TYP(10) 050 F-- .456 DETAIL 'A' 3X SCALE NOTE - NO EXPOSED SURFACES DO NOT SCALE DRAVING I .030 R. TYP. •.006 WALL THICKNESS —155- UNLESS SPECIFIED RC�I�ION - C1(Gq WELLS ALUMINUM CORP BELTON DIVISION BOX 627 BELTON S. C. 29627 CUSTOMER NUMBER 7NRI� � PART NAME RACEWAY 'H' NON -THERMAL RAT 1"S YFL L LLANS 6063-T5 .613 21.987 SOLID REF EST FA3COTOR IR�LES SIZE 73T6/F1 -6- SCALE A FUI 1. R 3X DRiJN OnDATE � sw 11-2?_op TB(_6792 CHECK DAT[ SECTION PROPERTIES with 6k:APH 1 C5 01-01-1060 ALUMINUM SHANE SW -26722 : RACEWAY H Units: inches, degrees Rectanale Data Number Base Height X -Cerner Y -Corner Angle 1 .511 .05 2.478 2.95 = .6760049 2 .511 .055 -.511 2.95 0 3 .055 2.895 0 .055 I_) 4 .055 2.895 2.43 .055 0 5 2.478 .055 0 0 0 E .5 .05 -.5 0 0 7 .5 .05 2.478 O 0 Section data is stored on file: SW_26793.UAT Section Property Values Area = .558395 X -Centroid = 1.232162- left = Y -Centroid = 1.151807 Outer fiber - x left = 1.743162 Outer fiber - x right = 1.756838 Outer fiber - y bottom = 1.151807 Outer fiber - y tap = 1.853194 Moment of inertia x-axis = .6760049 Section modulus - bottom = .5869084 Section modulus - top = .3647784 Moment of inertia y-axis = .7700993 Section modulus - left = .4417831 Section modulus - right = .4383439 Moment of inertia I xy = -7.066619E-03 Radius of gyration x-axis = 1.100282 Radius of gyration y-axis = 1.174364 Moment of inertia z-axis = 1.446104 Radius of gyration z-axis = 1.609271 Torsion constant K = 5.49827E-04 Section modulus - Angle of principal axis = -4.271184 Outer fiber - xp left = 1.876341 Outer fiber - xp right = 1.826773 Outer fiber - ypbottom = 1.277614 Outer fiber - yp top �p = 1.973905 Moment of inertia principal x-axis = .6754771 Section modulus - bottom = .528702 Section modulus - tap = .3422035 Moment of inertia principal y-axis = .7706271 Section modulus - left = .4107074 Section modulus - right = .4218517 Radius of gyration principal x-axis = 1.099853 Radius of gyration principal y-axis = 1.174766 ALUMINUM SHAPE 7CB : CENTER RAP (inches, degrees) A= .29997BG Xc= .4744399 Yc= .8687389 Ix= .8778©67 Sb= 9.839523E-02 St= .8767127 Iy= 3.956571E-82 SI= 8.335456E-82 Sr= 7.387727E-02 Ixy=-1.952875E-A2 Iz= .1173724 X= 3.846857E-83 Axp= 22.88261 Ixp= 8.681687;-82 Sbp= 8.55284BE-02 Stp= 7.88427£-02 Iyp= 3.135553E-02 Slp= .8498112 Srp= 4.861683E-82 'l HYYTINEN ENGINEERING 3400 Kauai Court Suite #108 RENO, NEVADA 89509 Phone (702) 826-3019 Fax (702) 826-3076 JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE —.1 r cTT CN..16 t8 ............. ............. ............ ............. ... ......... . ........... ........... . ........... .............. ............. .............. . ... . . .................... . ... ....... .... .... ......... . ............. .............. ............. . ............. . .. ......... ....... ........... . ...... . . ... .. ........... ............. ........ ..... . ........ ....... ..... ..... ....... ............. . ... ... ...... . .................... . ...... ........... .............. ..... ....... ...... ....... ............. ............ ....... ... ............... ............. ....... ..... ....... ............. ........ .. .................... . .. .............. .... ...... ............. .... .... ............. ............... ............. ............... .............. ............. ............. .............. ............. .......... .. .... ........ ...... ........... . . . ......... . ........... ............. .......... .............. ..... . .... . .. ....... . ... ......... . ....... . . ........ .... ............... . . . ... ....... ........... . . ........... .......... .. i x! --------- . . ....... .... ........................ ... ... .... .................. . ........... ....... ..... .. .. .................. . .......... ..... ............. ... . ......... ........ .... ............. ............. . ............. ....... ..... ......... ... . .......... ...... ...... ........ . . .......... .. .. .................. ..... .................. ........... .. .......... .... ............ ........ . ......... ... .......... ......... .. . ...... .. . ........... 7 .... . . ..... . .... . . . ..... ............ ... ........ .......... .. ... ........ ...... . ........ ......... ... . ..... ................. .. .......... . ........... . ........... .. .... ........ --- .......... ... .... .... .... ...... -- - ------- V. lev G: .. . ........ ........................ .............. ............. ....... ...... ............ ... ...... . ..... .......... .......... . . .. .......... rA .... .......... ...... .. ...... .. . ....... ..... ................... - -.... :......... 3 ?................... .... ....... ............... .. ............. ........... .... ........... ..........j ..-..... ...... . ..................................... I ............. ..... ..... ........................... .... ............. -- - ------ . . .... . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... ......... .. . ....... ..... ...... ...... ...... ..... ..... ............. ........................... .................................. ....... ..... ..... . ....... .............. ............ .............. . . ......... ............. --------- .. ....... .. . ........ .............. ........... .. . . ...... .......... . . . ........... . ............. ........ . . ...... . ...... ... . .... ... V ----- ------ ........ .. ............ .. . .. ............ ... . ...... - — ------ ------------ .... ...... ..... . ..... ...... ..... ---------- ........... ... ...... ....... ....... -- ---- Lj i 0 ... ...... . ..... m N �;S-�2340/3300 STANDARD COMMERCIAL TOLERANCES FOR EXTRUDED BAR /,ND SHAPES APPI_Y UNI.ESS SPECIFICALLY SHOWN OTHERWISE 4570 Mo. C 5� � AS1RO Oi[ NO. �+ 0.406 0.062 .015 R. X .015 OP. 0.250 I 0.031 1.010 0.206 0.062 0.062 0.072 0.938 0.186 _ _ 0.136 - 0.062 0.375 0.062.010 OP X 90 _ -T21" 1--�- 0,15(,1 I (1082 0.500 0.130 45.- 0.186 , ,o 0.136 �-- 0.59 3 1.010 I 1.875 •Bio I ' 0.774 �.eio I 1.375 _ rEYPOSED 0.762 I I I 0.078 I I -T A 0.375 I 0.365 % �1 I I -} 0.375 0.187 oR1C Irl , 0.062 �-- 0.898 --� 0.062 1 0.500 0.5100.206 L ----------J 1.216 ACTUAL -SIZE 0.206 0.062 0 0 m 0 0 0 Aau •317 SOAN. Wl •rt .380 Le. HOLLOW ASTRO SHAPES, INC. ES1 IN. T01, 11.539 IN. 6 S 65 STREET_ STRUT)IERS, 01110 44471 O.S) pca. 7.359 PER. MkIN INDICATES .015 R. ( 2) CIRCLE UU 2.19 IN. FAVOR ;0 App, N0. DESCRIPTION CEiJ E,: BAR INDICATES .025 R. (17) �) INDICATES R. ( 2 ) SCALE 2=1 Ca.c:u R.E.K. DATE 8/27/90 .03? �) INDICATES .063 R. ( 1) R. l I) i o �+ _ - CUSTOMER FOUR _:aSQNS SOLAR SlA1F NY. •) INDICATES .125 TO BE 050 IN. - 7C8 kLL UNSPECIFIED WALL THICKNESS ILL UNSPECIFIED CORNERS do FILLETS 10 BE .015 R. ALLOT' do TEMPER 6063 -TS purr No cusr. . 0 0 m 0 0 0 SECTION PROPERTIES with GRAPHICS 01-81-1981 ALUMINUM SHAPE 7CB : CENTER: BAF: Units: inches, degrees Rectanale Data Number base Height' X -Corner Y -Garner Angle 1 .062 .5 .072 )72 1.375 C) 2 . 062 1. (-)1 0 .365 0 4 .05 .365 .5 .05 0 J .51 .O5 .5 c) c) 6 .05 )5 . X71 .824 .918 C) 7 .05 .782 .96 . ()b C) 8 .636 .062 .062 1.313 C) 13 .062 x62 . c )62 .48 1.251 10 .53 .062 .48 1.189 0 11 .061 .1023 .948 .782 45 Section data is stared on file: 7CB.DAT Sec=tion Property Values Area = .2999786 X -Gen t r o i d = .4744399 Y -Centroid = .8607389 Outer fiber - x left = .4744399 Outer fiber - x right = .53556 Outer fiber - y bottom = . 861 )738'3 Outer fiber - y top .= 1.014261 Moment of inertia x-axis = .0778067 Section modulus - bottom = 9.039523E-02 Section modulus - top •p = .0767127 Moment of inertia y-axis = 3.956571E-0 Section modulus - left = 8. 33945bE-02 Section modulus - right = 7.387727E-0 Moment of inertia lxy =-1.'3b28%E-02 Radius of gyration x-axis = .5092879 Radius of gyration y-axis = .3631737 Moment of inertia z-axis = .1173Y24 Radius of gyration z-axis = .625515 Torsion constant K = 3.1346857E-03 Angle of principal axis = 22.80261 Outer fiber - xp left = .6294877 Outer fiber - xp right = .6449b22 Outer fiber - yp bottom = 1 . 0010223 Outer fiber - yp top •p = 1.090961 Moment of inertia principal x-axis = 8.601687E-02 Section modulus us - bottom = 8. 59284BE-0 Section modulus - tap = 7.884507E-02 Moment of inertia principal y-axis = 3.135553E-02 Section modulus - left = .0498112 Section modulus - right = 4.861683E-02 Radius of gyration principal x-axis = .535484' Radius of gyration principal y-axis = .3233047 HYYTINEN ENGINEERING 3400 Kauai Court Suite #108 RENO, NEVADA 89509 Phone (702) 826-3019 Fax (702) 826-3076 JOB 7 SHEET NO. OF CALCULATED BY 1--10 > DATE -17 /1I CHECKED BY DATE HYYTINEN ENGINEERING 3400 Kauai Court Suite #108 RENO, NEVADA 89509 Phone (702) 826-3019 Fax (702) 826-3076 JOB SHEET NO. OF CALCULATED BY V DATE -1 � 171 CHECKED BY DATE lb- I SYSTEM 37UF:: 13G ti D" . ----------------I--------------------------------- TABLE OF ALLOWABLE ROOF LUAUS BASED ON MAXIMUM ALLOWABLE POINT LOAD ON A SLAB h'ERSUANT TO CHAPTER 49 OF UBC ------------------------------------------------- MAX VERTICAL LOAD ON C ONC:RETE SLAB 700; ROOF LOAD . -1— i-c.6,0s PRE -�OTAL Uc��s • ° L FI-------------------------------------------- VERTICAL MULLION SPAC I N(3 -i ReF SEsSv�RnGTEfl . WIDTH OF UNIT -55 -------------- 4.96 ------------------------------ 81- 1 7\16" 8.120 ; 67.56; 333.78; --------------------------------------------- 101- 8 1\16" ; 10.67 51.40; t5.70.; --------------------------------------------- 1,31 ' — 2 11 \ 16" 13.:_2 Is41 ----------------------- . 48 i �0. 74 ; --------------------- 151- --------------------------------------------- 9 5\16" i 15. vu i ..:;4.I7; FI LE: 37(-'W',_1 Four Seasons Series 230 ?able of Allowable Roof Loads Based on Maxiwuw Allowable Point Load on a Slab Persuant to Chapter 49 of the 1988 UBC. Pmax -750.0 ...Maximum Point Load bi ...width of units S =3.90 ...vertical aullion spacings 6 Pi 10 8. 12 8.462 14 2.851 16 17.473 4.838 1S 1.368 Pmax P __ 2 1 r S Wi l 1 HYYTINEN ENGINEERING 3400 Kauai Court Suite #108 RENO, NEVADA 89509 Phone (702) 826-3019 Fax (702) 826-3076 JOB SHEET NO. ' / OF l CALCULATED BY — DATE CHECKED BY DATE SrAI F .�.�._.,.,y. ._ G�js%1 =i� p0� ... ...... _._ .... .. ... ...... ... ..... ...... __................ i i [ ........<............. .............. >............ ........... ..... .............................. .. ... .._. ..... ...... t i t ' s .......... ..... ......... ....... ...... ...... ..... ...... ..... ..... .................._ .._...._.__ .. ...... `... ti. — r — — --- — __.. ._...... ..._ _.......... _ C ..`.3.... ..._ _'._.-'..... ....:.._...._ ...:..............t........`3-.�............__. .._................_ ....1t..::...._.....[...... ... _ ..... _ _..._ ..... ..... ..... _ _.._.. .......... G TABLE OF POST EMBEDMENT DEPTHS SERIES 370K DH -------------------------------------------------------- DESIGN ------------------------------------------------------- DESIhN COEFFICIENTS FOR NON—CONSTRAINED PUSTS ----------------------------------------- AVE. HT = 8.2 MAX. LOAD = 1,115 rAsc- cad cr T.e.. S1 = 400.0 B = 1., H = 6. 5 A? = .004 -----=----------------------------------- REQUIRED EMBEDMENT DEPTH ' UNIT WIDTHS ' ----------------------------------------------------- 8.0 11.0 13.0 16.0 WIND LOAD : ----------------------------------------------------- LOAD DEPTH : LOAD DEPTH : LOAD DEPTH : LOAD DEPTH: ------------------------------------------------T-------------------------- 70 MPH EXP B: 8.4 : 138 2.3 : 189 2.8 : 224 3.0 : 276 3.4: --------------7------------------------------------------------------------ 8V MPH EXP B: 10.7 : 170 2.6 : 241 3.2 : 285 3.5 : 351 4.04 --------------------------------------------------------------------------- 70 MPH EXP C: 14.4 : 236 3.1 : 30 3.8 : 384 4.2 : 472 4.8: --------------------------------------------------------------------------- 80 MFH EXP C: 18.7 : 307 3.7- : 422 4.4 : 448 4.9 : 613 5.6: --------------------------------=------------------------------------------ -----------------------------------------FILE: FILE: POST DH "Nl6 JS T� ��%%ali LchO fLPPLltr7� :� 71=G Gorr-�N Fvl` T4 S W1.r1D LAWA-fl Gh'-c SH -J --JN. //015 TABLE OF POST EMBEDMENT DEPTHS SES:IES 370K GG -------------------------------------------------------- DESIGN COEFFICIENTS FOR-NUN-1=ONSTRAINED FUSiS AVE. HT = 7.0 MAX. LOAD = 1, 398 '7c - =- Sl S1 = 400.0 B = 1.5 H = J. 5 A' = ----------------------------------------- .004 REQUIRED EMBEDMENT DEPTH - - - - -------------------------------7------------- UNIT WIDTHS : 8.0 ----------------------------------------------------- : 11.0 ; 13.0 ; 16.0 WIND LOAD --------------------------------------------------------------------------- LOAD DEPTH : LOAD DEPTH ; LOAD DEPTH : LOAD DEPTH: 70 MPH --------------------------------------------------------------------------- EXP B: 8.4 ; 118 1.9 ; 161 2.l ; 191 Z. ; 280 2.8:; 80 MPH --------------------------------------------------------------------------- EXP B: 10.7 : 150 2.2 : BOE, 2.6 : 243 2.9 : 300 3.3: 70 MPH --------------------------------------------------------------------------- EXP Cl 14.4 ; 202 2.6 : 277 3.1 : 828 3.5 : 408 4.0: 80 MPH ----------------------------------------------------------=----------------- EXP G: 18.7 : 262 3.0 : 360 3.7 : 420 4.1 : 514 4.7: r FILE: L_POST \ TNIs is 1-Hia P/-tU^- k -0A- Aet'LiFA tt-e co���^� �F� 1--44V- wlKsDL-Ao cAse TABLE OF ALLOWABLE LATERAL LOADS FOR EMBEUED POSTS SERIES 3701:; GG �& TSH WITH T.S. 2 -1/2" x 2" -1/�" x ----------------------------------------------------- --------------------------- GG UNITS : DH UNITS --------------------------- AVE HT, ft ; AVE HT, ft 7. 00 ; 8.20: ------------------: Lead, Ib : Load, 1b FILE:---------------------------------------------------- I I 2,101J8.00 ; ---------------------------- 1, 11`;.00: ALLOWABLE WIND FORGES _ --------------------------- HLLOW ; ALLOW WIDTH OF UNIT ; LOAD, psf ; LOAD, pst ----------------------------------------------------- 81- 1 7\16" : 8. 1 Ei i : 98. 3d : 66. '98 ; ----------------------------------------------------- 10'- 8 1\16" : 10.67 : 74.86 : 50.97: ----------------------------------------------------- 131- 2 11\16" : 13.'222 ; 60.41 ; 41.13: ----------------------------------------------------- 15'- ----------------------------------------------------- 8 5\16" : 15.78 : 50.64 : 34.48; FILE: L 370KGG 60.�.e a &*, Tic-tt. -�. ?-f - ................ ...... . L .... . .............................. .. .... ....... . . ......... ....... ... . ...... ... . ............. . ..... 31V0 AS 03)403HO 31VO -,kso3.Lvinoivo Jo ON 133HS oor 9L0E-9Z8 (ZOL) Xei 6TOE-9Z8 (ZOL) au04d 60968 V(3VA3N 'ON38 90T— al!nS pnoo !ene)4 ootE ONIN33NI9N3 N3NIlAAH TABLE OF ALLOWABLE LATERAL LOADS FOR 'X'- BRACING SERIES 370K GG & DH ----------------------------------------------------- FILE:---------------------------------------------------- --------------------------- GG UNITS : UH UNITS ---------------------------: : HEIGH-I, ft HEIGHT", ft i 5.50 i 6.90: --------------------------- -------------------------- Load, I b pwl Load, Load, 1 b to. ; : 248.00 ------------ ---------------- ; 510.00: ALLOWABLE WIND FORCES --------------------------- ALLOW : ALLOW : WIDTH ----------------------------------------------------- OF UNIT ; LOAD, psf : LOAD, psf : 81- 1 7\16" : 8.120 : 22.21 ; 36.41: ----------------------------------------------------- 101- 8 1\16" : 10.67 ; 16.90 ; 27.70: ----=------------------------------------------------ 13' - 2 11\16" : 13.22 : 10.64 : 22.36; ----------------------------------------------------- 151- ----------------------------------------------------- 9 5\16" : 15.78 : 11.43 : 18.74: FILE: L1 370KGU HYYTINEN ENGINEERING 3400 Kauai Court Suite #108 RENO, NEVADA 89509 Phone (702) 826-3019 Fax (702) 826-3076 JOB SHEET NO. I OF CALCULATED BY uV �y DATE - S 1(ZG �9I CHECKED BY SCALE DATE ren ru.� Rµ ca..,�?x.i io, ID PROVIDE NEOPRENE SPACER BETWEEN ALUMINUM < CONCRETE ATTACH FOUR 5EA50NS 15A5E PIECE TO CONC. SLAB. w/ (l) 1/4'04' HILTI HIT ANCHOR AT Iro' O.G. ALSO PROVIDE ll) ANCHOR ON EACH SIDE OF VERT. MULLIEN. EXISTING NON -ENGINEERED CONC. SLAB 1N GOOD CONDITION. _ F 2' MIN. EMBEDMENT. �_— MIN. 2' FROM EDGE OF CONC. SLAB. STANDARD BASE CONNECTION HYYTINEN ENGINEERING 3400 Kouoi Court, No. 108 Reno, Nevodo 89509 6l (702) 826-3019 PROJECT: FOUR SEASONS SOLARIUMS SERIES 230 & 330 UNITS GATE: SCALE 38=10-00 =1'-0' SHEET �'` RCALLcN y Cc Cl 4 tb- r7 el l: ` . 4 s -A ->,Ns P� A:5 el r�oN - �Ntrl N U=7ZEb St�.C3 wNorl� It I,-- Floi �uM" 15 1•� . I i � .. i 1 _1 Y At 0.383.3 ;/1g Y .t F�77 I n. U skr TH ?vin-) V z.;e� FA,L,:?E _ lh� �/ (!.�0'�2 �ur� lo�Q �Vc,- 438 1� 6Z j� . vim - s I� .�- pZ--t "ST-Lj nS -I�>� �R �y� r.ls �,7 9 k .5Af:.- LI -40 I:.. 4-55 I�+_ . FA Lvn.F M t AAN ls/1 15 ems• � ,1 _ 1 131L�-1TLti Summary Sheet for Series 330k GG — PATIO ENCLOSURES Allowable live loads contained in these tables are based on additional design criteria found in chapter 49 of the UBC for patio enclosures. If the solarium cannot be classified under the chapter 49 definition, this summary sheet does not apply. Refer to calculations and summary sheets for room additions. Table of -Maximum Vertical Roof Lnad_ naf_J 2 Unit Width RAFTER TYPE 3GB 3HGB 3GB + RS 3HGB + RS 8' 31 31 31 31 10' 23 23 23 23 13' 15 18 18 18 16' 9 13 14 14 'The loads contained in this table represent the most severe wind load condition of 80 mph with Exposure C and a mullion spacing of 4'- 11 ' o. c. Other wind load cases and mullion spacings can result in higher allowable roof load values. However, these higher loads generally do not govern over a point load on a non -engineered slab. 'Solarium D. L. = 3 psf. ::,Table of Maximum Lateral wind Inad. nsf_ Note: Wind load conditions: Cc Co MAXIMUM WIND LOAD: Unit con4i6011 0.7 1.2 13 psf • 3/4 . 10 pal Width 70 mph with Exp. a 80 mph with Exp. 8 70 mph with Exp. C 80 mph with Exp. C 0.7 1.2 Post footings: 10.7 psf With "X" Bracing With Embeded Posts 14.4 pal 1.2 1.2 17 psf •.3/4 - 13 psf Allowable Load, psf Allowable load, psf Embed. Diameter, Depth, ft. ft. 8' Pmax. = 22.2 psf Pmax. = 125.2 psf 2.8' 18" 80 mph exp. C 80 mph exp. C 10' Pmax. = 16.9 psf Pmax. = 95.3 psf 3.3' 18" 80 mph exp. C 80 mph exp. C 13' 'Pmax. = 13.6 psf Pmax. = 76.9 psf 4.0' 18" 80 mph exp. C 80 mph exp. C 16' Pmax. = 11.4 psf Pmax. = 64.5 psf 4.7' 18" IL80 mph exp. C 80 mph exp. C Note: Wind load conditions: Cc Co as Pw/ con4i6011 0.7 1.2 13 psf • 3/4 . 10 pal 8.4 psf 70 mph with Exp. a 80 mph with Exp. 8 70 mph with Exp. C 80 mph with Exp. C 0.7 1.2 17 psf • 3/4 - 13 pal 10.7 psf 1.2 1.2 13 pal • 3/4 . top 14.4 pal 1.2 1.2 17 psf •.3/4 - 13 psf 18.7 psf 4 Seasons Table -2 Summary Sheet for Series 330k GG --ROOM ADDITIONS Allowable live loads contained in these tables are based on design criteria found in the 1988 UBC. Table of Maximum Vertical Roof Load. nsf.1 2 Unit Width RAFTER TYPE 3GB 3HGB 3GB + RS 3HGB + RS 8' 47 47 47 47 10' 26 35 37 37 13' 15 21 28 28 16' 9 13 24 24 'The loads contained in this table represent the most severe wind load condition of 80 mph with Exposure C and a mullion spacing of 4'- 11 ' o. c. Other wind load cases and mullion spacings can result in higher allowable roof load values 'Solarium D. L. = 3 ps/. Table of Maximum Lateral wind load. osf. Note: Wind load conditions: Ce MAXIMUM WIND LOAD: Unit Pw/ Condition 0.7 Width 13 psf 10.9 Psl Post footings: 0.7 With "X" Bracing With Embeded Posts 14.J psf 1.2 1.2 Allowable Load, psf Allowable load, psf . Embed. Diameter, t 17 psf 24.6 psf Depth, ft. ft. 8' Pmax. = 22.2 psf Pmax. = 125.2 psf 2.8' 18" 70 mph exp. C 80 mph exp. C 10' Pmax. = 16.9 psf Pmax. = 95.3 psf 3.3' 18" 80 mph exp. B 80 mph exp. C 13' Pmax. = 13.6 psf Pmax. = 76.9 psf 4.0' 18" 70 mph exp. B 80 mph exp. C 16' Pmax. = 11.4 psf Pmax. = 64.5 psf 4.7' 18" 70 mph exp. B 80 mph exp. C Note: Wind load conditions: Ce CO Os Pw/ Condition 0.7 1.2 13 psf 10.9 Psl 70 mph with Exp. a 80 mph with Exp. 8 70 mph with Exp. C 80 mph with Exp. C 0.7 1.2 17 ps/ 14.J psf 1.2 1.2 13 psf 18.7 Psl 1.2 1.2 t 17 psf 24.6 psf 4 Seasons Table -4 [3. 3 Summary Sheet for Series 330k DH — PATIO ENCLOSURES Allowable live loads contained in these tables are based on additional design criteria found in chapter 49 of the UBC for patio enclosures. if the solarium cannot be classified under the chapter 49 definition, this summary sheet does not apply. Refer to calculations and summary sheets for room additions. Table of Maximum Vertical Roof Load, psf.t 2 li � P� irl Yl trCi). Ct r. ,c,.,_ ._ ....:. RAFTER__..,..U�it... _._.._. __..... —-•-�...... _ ...,_. _. ;� - •- - �- � AiTER -TYPE- -.:._........ Width _.�_..___.__z.._..___.___--___.� 3GB 3HGB 3GB + RS '% 3HGB + RS 8' 23 23 23 23 10' 17 17 17 17 13' 13 13 13 13 16' 9 10 10 10 'The loads contained in this table represent the most severe wind load condition of 80 mph with Exposure C and a mullion spacing of 4'- 1 1. o. c. Other wind load cases and mullion spacings can result in higher allowable roof load values. However, these higher loads generally do not govern over a point load on a non -engineered slab. -'Solarium D. L. = 3 psf. .Table of Maximum Lateral wind load, psf. Note: Wind load conditions: Ce MAXIMUM WIND LOAD: Unit Pw1 Condition 0.7 1.2 -----._.._...::_..._.: ....._.......,_..... _..... _� . ............._::.. Post ...... . footings:....... 0.7 1.2 -_�.... .._.:.: With `'X" Bracing With Embeded Posts 13 Psf • 314 - 10 Psf 14.4 psf 1.2 1.2 17 psf • -i;i,. 13 Psf 18.7 oil Allowable Load, psf Allowable load, psf Embed.. Diameter, i.. _ Depth, t-: ft., . 8' Pmax. = 36.4 psf Pmax. = 79.6 psf 3.4' 18" 80 mph exp. C 80 mph exp. C 10' Pmax. = 27.7 psf Pmax. = 60.6 psf 4.0' 18" 80 mph exp. C 80 mph exp. C 13' -Pmax. = 22.4 psf Pmax. = 48.9 psf 4.8' 18" 80 mph exp. C 80 mph exp. C 16' Pmax. = 18.7 psf Pmax. = 41.0 psf 5.6' 18" 80 mph exp. C 80 mph exp. C Note: Wind load conditions: Ce Co - vs Pw1 Condition 0.7 1.2 13 psf • 314 - l o pst 8.4 psf 70 mph with Exp. 8 80 mph with Exp. a 70 mph with EXP. C 80 mph with EXP. C 0.7 1.2 1 7 psf • 3/4 . 13 Pal 10.7 psf 1.2 1.2 13 Psf • 314 - 10 Psf 14.4 psf 1.2 1.2 17 psf • -i;i,. 13 Psf 18.7 oil 4 Seasons Table -1 Summary Sheet for Series 330k DH — ROOM ADDITIONS Allowable live loads contained in these tables are based on design criteria found in the 1988 UBC. Tah7e of Maximum VPrtica7 Rnnf T.nad. nsf-1 2 Unit Width RAFTER TYPE 3GB 3HGB 3GB + RS 3HGB + RS 8' 23 23 23 23 10' 17 17 I7 17 13' 13 13 13 13 16' 9 10 10 10 'The loads contained in this table represent the most severe wind load condition of 80 mph with Exposure C and a mullion spacing of 4'- 11 ' o. c. Other wind load cases and mullion spacings can result in higher allowable roof load values. 'Solarium D. L. - 3 psf. Tah7P of Maximum nataral wind load. nsf- Unto Wind Inad conditions: Ce Cv MAXIMUM WIND LOAD: Unit Width With "X" Bracing With Embeded Posts Post footings: 10.9 Psf 70 mph with Exp. 8 80 mph with Exp. a 70 mph with Exp. C 80 mph with Exp. C 0.7 1.2 Allowable Load, psf Allowable load, psf Embed. Diameter, 18.7 Psf /.2 l.2 17 Psf Depth, ft. ft. 8' Pmax. = 36.4 psf Pmax. = 125.2 psf 3.4' 18" 80 mph exp. C 80 mph exp. C 10' Pmax. = 27.7 psf Pmax. = 95.3 psf 4.0' 18" 80 mph exp. C 80 mph exp. C 13' Pmax. = 22.4 psf Pmax. = 76.9 psf 4.8' 18" 70 mph exp. C 80 mph exp. C 16' Pmax. = 18.7 psf Pmax. = 64.5 psf 5.6' 18" 70 mph exp. C 80 mph exp. C Unto Wind Inad conditions: Ce Cv as Pw1 Condition 0.7 1.2 13 psf 10.9 Psf 70 mph with Exp. 8 80 mph with Exp. a 70 mph with Exp. C 80 mph with Exp. C 0.7 1.2 17 psf 14.3 psf 1.2 !.2 13 pal 18.7 Psf /.2 l.2 17 Psf 24.5 psf 4 Seasons Table -3 FOUR SEASONS SERIES 230 PATIO ENCLOSURES Non -thermal H -channel vertical mullion at maximum spacing of 3'-10 3/4" o.c. TABLE OF ALLOWABLE ROOF LIVE LOADS' ROOF PANEL LNGTH SPAN W1'-0" OVRHNG THICK 3.0', 3.5" 3.0" 3.0" 4.25" 4.25" 4.25" 4.25" SKIN 26 GA STL 26 GA STL .019 ALU .032 ALU .019/.032 .032 ALU .032 ALU .032 ALU CORE 150 150 1#EPS 1#EPS 1#EPS 1#EPS 2#EPS 2.5#EPS WIND LOAD' 70 MPH 80 MPH 70 MPH 80 MPH 70 MPH 80 MPH 70 MPH 80 MPH 70 MPH 80 MPH 70 MPH 80 MPH 70 MPH 80 MPH 70 MPH 80 MPH 9' 8' ROOF FRAME 79 55 79 55 79 55 79 55 79 55 79 55 79 55 79 55 SLA8' 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 11' 10' ROOF FRAME 62 42 62 42 62 42 62 42 62 42 62 42 62 42 62 42 SLAB' 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 13' 12' ROOF FRAME 52 1 34 52 34 52 34 52 1 34 52 34 52 34 52 34 52 34 SLAB' 32 32 32 32 32 32 32 32 32 32 32 32 32 32 32 32 15' 14' ROOF FRAME 44 29 44 29 44 29 44 29 44 29 44 29 44 29 44 29 SLAB' 28 28 28 28 28 28 28 28 28 28 28 28 28 28 28 28 17' 16' ROOF FRAME 38 24 38 24 38 24 38 24 38 24 1 38 24 38 24 38 24 SLAB' 24 24 24 24 24 24 24 24 24 24 24 24 24 1 24 24 24 ''Allowable loads for roof panels are certified by Robert A. Walz, P.E., Michigan License #26704. 'Existing non -engineered slabs are limited to these loads as provided for in UBC Chapter 49. If engineering for the slab is provided, this load limitation does not apply. 'All wind loads assume Exposure C. FOUR SEASONS SERIES 230 PATIO ENCLOSURES Poured & Debridged H -channel vertical mullion at maximum spacing of 3'-10 3/4" o.c. TABLE OF ALLOWABLE ROOF LIVE LOADS' ROOF PANEL LNGTH SPAN W1'-0" OVRHNG THICK 3.0" 3.5" 3.0" 3.0" 4.25" 4.25" 4.25" 4.25" SKIN 26 GA STL 26 GA STL .019 ALU .032 ALU .019/.032 .032 ALU .032 ALU .032 ALU CORE 150 150 1#EPS 1#EPS 1#EPS 1#EPS 2#EPS 2.5#EPS WIND LOAD' 70 MPH 80 MPH 70 MPH 80 MPH •70 MPH 80 MPH 70 MPH 80 MPH 70 MPH 80 MPH 70 MPH 80 MPH 70 MPH 80 MPH 70 MPH 80 MPH 9' 8' ROOF FRAME 79 46 79 46 79 46 79' 46 79 46 79 46 79 46 79 46 SLAB' 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 11' 30' ROOF FRAME 62 35 62 35 62 35 62 35 62 35 62 35 62 35 62 35 SLAB' 39 39 39 39 39 39 39 39 39 39 39 39 39 39 1 39 39 13' 12' ROOF FRAME 52 1 28 1 52 28 1 52 28 1 52 28 1 52 28 1 52 28 1 52 28 52 28 SLAB' 32 32 32 32 32 32 32 32 32 32 32 32 32 32 32 32 15' 14' ROOF FRAME 44 23 44 23 44 23 44 23 44 23 44 23 44 23 44 23 SLAB' 28 28 28 28 28 28 28 28 28 28 28 28 28 28 28 1 28 17' 16' ROOF FRAME 38 20 38 20 38 20 38 20 38 20 38 20 38 20 38 20 SLAB' 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 'Allowable loads for roof panels are certified by Robert A. Walz, P.E., Michigan License #26704. 'Existing non -engineered slabs are limited to these loads as provided for in UBC Chapter 49. If engineering for the slab is provided, this load limitation does not apply. 'All wind loads assume Exposure C. SW -26746 THERMAL H CHANNEL (inches, degrees) A= .1726 Xc= .8856465 Yc= .9964562 I.x= 4,019924E=02 b= 4, —S034 21E-02 St= .1001117 Iyy= 2.144318E-02 S1= .0242119 Sr= 2.636392E-02 Ixg=-2,274397E-03 Iz= 6.164243E-02 E= 1.438333E-04 Axp= 6,816199 Ixp= .0404711 Shp= 4,038887E-02 Stp= 8,032876E-02 Ig= 2,117133E-02 Syp= 2,527425E-02 Srp= 2,475421E-02 1y-3 SECTION PROPERTIES with GRAPHICS 08-27-1991 SW -26746 THERMAL H CHANNEL Units: inches, degrees Rectangle Data Number Base Height X -Corner Y -Corner Angle 1 1.699 .05 0 1.348 0 2 .28 .05 .662 .11 0 3 .05 1.348 .942 0 0 4 .05 .125 .662 1.223 0 Section data is stored on file: SW26746.DAT Section Property Values Area = .1726 X -Centroid = .8856465 Y -Centroid = .9964562 Outer fiber - x left = .8856465 Outer fiber - x right = .8133535 Outer fiber - y bottom = .9964562 Outer fiber - y top = .4015438 Moment of inertia x-axis = 4.019924E-02 Section modulus - bottom = 4.034221E-02 Section modulus - top = .1001117 Moment of inertia y-axis = 2.144318E-02 Section modulus - left = .0242119 Section modulus - right = 2.636392E-02 Moment of inertia Ixy = -2.274397E-03 Radius of gyration x-axis = .4826013 Radius of gyration y-axis = .3524717 Moment of inertia z-axis = 6.164243E-02 Radius of gyration z-axis = .5976122 Torsion constant K = 1.438333E-04 Angle of principal axis = 6.816199 Outer fiber - xp left = .8376639 Outer fiber - xp right = .8552619 Outer fiber - yp bottom = 1.002036 Outer fiber - yp top = .5038183 Moment of inertia principal x-axis = .0404711 Section modulus - bottom = 4.038887E-02 Section modulus - top = 8.032876E-02 Moment of inertia principal y-axis = 2.117133E-02 Section modulus - left = 2.527425E-02 Section modulus - right = 2.475421E-02 Radius of gyration principal x-axis = .4842305 Radius of gyration principal y-axis = .3502302 COMMERCIAL EXTRUSION TOLERA,'_S UNLESS CTHERVISE STATED CORNER RADII .015 EXCEPT • :' NOTED �C `.007 175 -- T_ .560 .010 R. X .010 HIGH-" TYP.(8) .5160 .J� ACTUAL SIZE CAVITY SIZE 'A -A' a `.024 2 BASE `.038 Q ENZS 2.900 1.012 Q BASE '.021 2 ENDS 1.188 .034 2.650 r4!14 031 R. `.009 24 7YP.(°)(6) .662 '.012 c04 --� 050 �-, 050 R. All- t.008 !.008 050 ° •II_ _II• ° .275 .375 1.699 ) RCF. - 1 _ . 04 0 90°X .010 HIGH . U50 •.009 I.D. MARKS '110 /FULL R. 5 662 7YP.(2) TYP.(•)(10) 90°X .010 DEEP SYM� TYP.(2) `.024 Q BASE _•.034 Q ENDS 2.900 3.000 .010 REF. DO NGT SCALE DRAV,N WELLS ALUMINUM CORP • 006 BELTphI DIVISION WALL THICKNESS•050 UNLESS SPECIFIED BOX 627 BELTON S. C. 29627 \ CUSTOMER 71�T NUMB R PART NAME 3' H -CHANNEL NA 'L SPEC EST. A P R M Y 6 CL S 6063-T5 .382 15.029 SOLID EF. ST. WT./FT FACTOR CIRCLE SIZE ,459 33 3-4 FULL B . 2X DAT E SW TL1 TL 11-8-90 -26746 HECK DATE REVISION CHOM BY DATE FOUR SEASONS /3 ) /7-�} // c= 11,9 Ti.q i 9 6-31 C2 *3 !o .4 oj / / FOUR SEASONS Series 230 Load -Deflection Curve Non-ThermaL H Channel Section Load L _ 0 19.8 39.6 59.4 79.2 99.0 118.8 138.6 158.4 178.2 198.0 217.8 237.6 257.4 Deflection D .= Load - Deflection Curve Based on actual test data: i . = 0 . 13 300 Load, K9 L i 0 0 D i Deflection, in 0 0 0 0.006 0.009 0.022 0.036 0.045 0.055 0.064 0.073 0.084 0.093 0.102 0.11 FILE: Hsecl_mcd IVB Load -Deflection Curve Normalized by Multiple Linear Regression i 3 .13 r corr(D,L) m sIope(D,L) b intercept(D,L) 3 s } i F�naNSY m = 2.213.10 ... Mori of non -thermal section 300 m•D + b i 0 V', 0 D 0.11 i 3 7e = _ , ='tn4 p. 48 e >a _ le - O.415-4 (h`}-4ewl C—t-GL\15r,zO , Taj" i q-sJL. "5 C C:>A fci�, 'b M eASvRc);O FOUR SEASONS Series 230 Load -Deflection Curve Poured and Debridged H Channel Section Load L _ 0 19.8 39.6 59.4 79.2 99.0 118.8 138.6 158.4 178.2 198.0 217.8 237.6 257.4 Deflection D := Load - Deflection Curve Based on actual test data: i 0 .13 300 Load, Kg L i 0 0 0 0.006 0.009 0.019 0.030 0.040 0.048 0.056 0.063 0.075 0.082 0.093 0 0 D 0.11 i Deflection, in /� G FILE: Hsec2.mcd Load -Deflection Curve Normalized by Multiple Linear Regression i 3 .13 r corr(D,L) m slope(D,l) b intercept(D,L) 3 Si, Ghwe- m = 2.488.10 ... of Poured and D e b r i d 9 e d section 300 m•D + b i 0 0 D 0.11 i 3 Y e = � � o . 4-(,315 � n 9- �_ V A";& of RWv�n � 2fi 1 TS<T ��a4 Zo D , c>l<m4 in 4 "e "'0 Z 'k55'jM1N7 No &17-- . y • = o. 4130 "VI4 .4 - r'IAx T �5U ttjs "'fDZAL r,,r AGT), G oN[.uJSt �N : M't-"+tNT r}= JOVUTA dF SMTP -4 -jb Pte,0 �u tN C-AI:CO L.AT_ t --H s 15 Z, = O.4 Four Seasons Series 238 Patio Enclosure File: 230tsecl.mcd Poured and Debridged H -Channel Calculate the Section Modulus of the Composite Member GEOMETRY: L 44.875 LOADS: P 257.0 M P L M= 2883?19 X 2 4 ALLOMBLE STRESSES: MEMBER PROPERTIES: E 10100000.0 ' b 0.275 Ic 0.4166 al 0.1726 Ec 214000 D 2.1970 I 0.4970 cif 0.4015 J Gc 0.33 Ec ' Dc 0.424 lo 0.0804 ✓ SOME FOR STRESSES: U P Gp -= I b D2 Cy -= Gp . p :_/t/^fcy (Ic Dc) - CE Io) DO = 0 D1 -_ -P f it l+ -P L2 2 IIJ [p� L [16EI i -0.5 D4 L3 - 0.75 D3 LZ -D2 L - Di - D0 /. Cy F1 = ep �1 y,ep+1 I -- eP 1,211 CIX = Y 12 D4 x2+6 D3 x+Z D2+ Cy �F1 ep,+ ep S _ -(M-E Io Y) _E cil Y (al D) S = —9147.984 p s Sc -= ISI Sc = 0.315 D2 0 D3 P D4 0 [12 E I] ...section modulus of composite member. F2 -DO - Fi 1`yLoM 71�15T hesuL. 5 1 T - o.¢!03$;n4 = 3.ov In. 3 Four Seasons Series 230 Patio Enclosure File: 230corel.mcd Poured and Debridged H -Channel Calculate the Shear Stress in Elastoneric Core. GEOMETRY: L -= 94.625 Lb = 57.0 Irib 3.8958 LOADS: Ce = 1.2 Cq 1.2 qs 13 0.75 I 1.0 ...Based on Wmph Exp C Pul Ce Cq qs I Pial = 14.04 Wwv Wwl Pwl Irib Wwl = 4.558 P L 12 P =_Ojm03' ALLOWABLE STRESSES.: MEMBER PROPERTIES: E •= 10100000.0 b 0.275 CIc-= 2. Ec = 214000 D -= 2.214 I - 0.4987 Gc = 0.33 Ec Dc 0.424 Io •= 0.0757 burin -= 0.175 SOLUE FOR STRESSES: / r U 2 G = Gp •= I b D(Ic Dc) Cy (E 2 Io) p L✓�Cy 2 DO 0 Di •= -P l II l+ -P L2 D2 = 0 D3 = P D4 0 [2 Gp] l JJ �16 E i] [12 E I] -0.5 D4 L3 - 0.75 D3 L2- D2 L - D1- .9cy P Fl a F2 -_ -DO - Fi �.ep+l •J�y ep =Y 6 D3 +Cy15 (Fl -F2) x, Uc U -E In v Uc Uc = 563.435 U fu Uc min D> fu = 1454.214 < 3000psi .. maxinuw allowable shear stress in the polyureathane core Four Seasons Series 230 Patio Enclosure FILE: 230tcom2.racd Poured and Debridged H -Channel Calculate the maximum vertical load which can be applied to vertical mullien in combination with a given wind load. GEOMETRY: L 94.625 ...total length of compression member Lb 57.0 ...unbraced length of compression member Trib 3.8958 ...mullien spacing of V-10 3/4" MEMBER PROPERTIES: S 0.3150 A 0.3452 rx 1.34 nu 1.92 ALLOWABLE STRESSES: 2 E E -= 10100000 Fec n Fa 8617.0 Fec = 28693.252 — Fb 18170 nu ix INN* Ce 1.2 Cq 1.2 qs . 11 U.15 1 1.0 Pwl Ce Cq qs I Pal = 18.36 Will Pwl Trib WWI = 5.961 1"2 STRESSES: 2 Mwl WWI L Mwl = 6671.291 8 f b .= Mwl S SOLUS FOR MAXIMUM LOAD: P 1 ...Guess value Given P A+ fb �1.3J Fa r"11 Fb • 1' Fec result Find (P) result = 401.339 f b = 21178.701 ...Based on 80mph Exp C f b = 1.147 Fb P> 0 ...P is a positive number Tahle of nay_ allnuahle rnnf lnads nn uet-tical nullinns Under Load combination: DL + 1/2 LL + ISL. Ualues are in units of PSF. i =0..S DL := 3i A 0 10 12 14 1118 P11.:= 2 result 1-31 2 1 Ui Trib ... W is unit width �i Plli . 8 io 2 14 [3.434 6 8 Cnnrlucinn: "rtinn is ademiate fnr a wind pressure based on 8OmDh.E)m C combined with.the live loads given in the table above. Four Seasons Series 230 Patio Enclosure FILE: 230tcom2.mcd Poured and Debridged H -Channel Calculate the maximum vertical load which can be applied to vertical qullien in combination with a given wind load. GEOMETRY: L = 94.625 ...total length of compression member Lb = 57.0 ...unbraced length of compression member Trib •= 3.8958 ...mullien spacing of V-10 3/4" . MEMBER PROPERTIES: S = 0.3150 A = 0.3452 rx -= 1.34 nu , 1.92 ALLOWABLE STRESSES: E = 10100000 Fa 8617.0 Fb = 18410 Fec •= nl E nu •IL I ;Kf — rx Fec = 28693.252 LOADS: Ce 1.2 Cq -= 1.2 qs •= 13 0.75 I •= 1.0 ...Based on 70mph Exp C Pul = Ce Cq qs I Pwl = 14.04 4lwl = Pwl Trib Vul = 4.558 12 STRESSES: i Mwl -= Wwl L Mwl = 5101.575 8 fb -= Mml f b = 16195.478 S SOLUE FOR MAXIMUM LOAD: P 1 ...Guess value Given P) 0 ...P is a positive number P A + fb Pa f A 1 Fb- 1— l -J Fec result •= Find (P) result = 1041.454 fb = 0.877 Fb Table of max_ allnuable rnnf lnads nn uertiral mullinns' Under Load combination: DL + 1/2 LL + WL. Ualues are in units of HE i = 0.. 5 DL := 3 Ui :_ ...0 is. unit width S 10 1? 14 16 IS result P11.:= 2 1-31 2 1 0i Trib U PHi 8 127.664 10 09.931 2 83.109 14 70.379 6 60.832 8 153.40fi P.nnrlusinn: sertinn is ademiate fnr a wind pressure based on 80muh Ext) C combined with the live loads given in the table above. f _ 4 v)- SECTION PROPERTIES with GRAPHICS 10-03-1991 71 '-14,1- HEAVY THERMAL H CHANNEL Units: inches, degrees Rectangle Data Number Base Height X -Corner Y -Corner Angle 1 1.699 .08 0 1.348 0 2 .28 .05 .662 .11 0 3 .08 1.348 .942 0 0 4 .05 .125 .662 1.223 0 Section Property Values Area = .26401 off' X -Centroid = .8972566 Y -Centroid = 1.027482 Outer fiber - x left = .8972566 ' Outer fiber - x right = .8017434 outer fiber - y bottom = 1.027482 Outer fiber - y top = .4005181 3-0&' Moment of inertia x-axis = 5.912115E-02 Section modulus - bottom = 5.753984E-02 Section modulus - top = .1476117 _ J Moment of inertia y-axis = 3.433359E-02 Section modulus - left = 3.826507E-02 Section modulus - right = 4.282366E-02 Moment of inertia Ixy = -4.71943E-03 Radius of gyration x-axis = .473218 Radius of gyration y-axis = .3606197 Moment of inertia z-axis = 9.345473E-02 Radius of gyration z-axis = .5949637 Torsion constant K = 5.368963E-04 Angle of principal axis = 10.42317 Outer.fiber - xp left = .8244632 Outer fiber - xp right = .8609738 outer fiber - yp bottom = 1.033095 outer fiber - yp top = .5562377 Moment of inertia principal x-axis = .0599893 Section modulus - bottom = 5.806755E-02 Section modulus - top = .1078483 Moment of inertia principal y-axis = 3.346544E-02 Section modulus - left = 4.059058E-02 Section modulus - right = 3.886928E-02 Radius of gyration principal x-axis = .4766798 Radius of gyration principal y-axis = .3560312 AAMA THERMAL BREAK STRUCTURAL ANALYSIS CALCULATE EFFECTIVE COMPOSITE SECTION PROPERTIES VERSION 1.0 1/15/90 -ART TitE NAME (FILENAM$): HEAVY3 ART DESCRIPTION (FILEDES$): HEAVY H SECTION LUMINUM COMPONENTS: .AREAS: a1= 0.2640 IN2 a2= 0.2640 IN2 I VALUES: 101= 0.05910 IN4 102= 0.05910 IN4 ;CENTROID LOCATIONS: cll= 0.4005 IN D= 2.2590 IN c22= 0.4005 1N _NEB THICKNESS: tw= .8000 IN .MODULUS: E= 10100 KSI DEPTH: Dc= 0.4240 1N AVE WIDTH: b= .2250 IN CLEARANCE GAP: 9= 0.2040 IN UN INPUTS: .RUN DESCRIPTION (RUNDES$): POINT LOAD LOAD TYPE (i$): P w - UNIFORM P - CONCENTRATED SPAN LENGTH: L= 94.63 IN —FFECTIVE URETHANE SHEAR MODULUS: Gc= 70.6 KSI ESULTS EFFECTIVE MOMENT OF INERTIA: IIe= 0.7614 IN4 MIN/MAX I VALUES: lo= 0.1182 IN4 I= 0.7918 1N4 EFFECTIVE SECTION MODULI: Set= 0.4992 IN3 Se2= 0.4992 IN3 -CORE SHEAR FLOW: q= 0.377 x Vtotal KIPS/IN Four Seasons Series 230 Roan Addition Poured and Debridged fl -Channel FILE: 238tcom3.ncd Calculate the maximum vertical load which can be applied to vertical mullien in combination with a given wind load. GEOMETRY: L 94.625 ...total length of compression member Lb - 57.0 ...unbraced length of compression member Trib •= 3.8958 ...mullien spacing of 3'-18 3/4" MEMBER PROPERTIES: S 0.4992 A 0.528 rx 1.201 nu = 1.92 ALLOWABLE STRESSES: E •= 10100000 Fa , 8617.0 Fb 18470 LOADS: 2 Fec •= n E flu -[L rxI Ce = 1.2 Cq •= 1.2 qs = 11 Pwl = Ce Cq qs I Pwl = 24.48 WWI = Pwl Irib WWI = 7.947 12 STRESSES: Mwl •= WWI L2 Mwl = 8895.055 8 fb MWI f = 11818.619 SOLVE FOR MAXIMUM LOAD: P , 1 ...Guess value Given Pio ...P is a positive number P + f b •1.33 a Fb 1-[�A Fec result •= Find(P) result = 755.087 I , 1.0 Fec = 8363.617 ...Based on 88mph Exp C fb = 0.965 /s, y Table of max. allowable roof loads on vertical mullions Under Load combination: DL + 1/2 LL + WL. Values are in units of PSF. i s= 0 .. 5 DL Hi ...W is unit width 8 10 12 14 16 18 Pl 11 - ff 2 resul t 3 2 N Plli 171.59 Conclusion: section is adequate for a wind pressure based on 88mp1h Exp C combined with the live loads given in the table above. HYYTINEN ENGINEERING 3400 Kauai Court Suite #108 RENO, NEVADA 89509 Phone (702) 826-3019 Fax (702) 826-3076 COs 1� if S�= P�-.,� _i : c' ; OF CALCULATED BY lL:-p k' DATE CHECKED BY Cr.' c DATE e i 4 SEASONS 45 DEGREE MULLIEN — TOP (inches, degrees) A= .13383 Xc=-1.889752E-02 Yc=—.4084258 Ix= 3.342488E-02 Sb= 3.789197E-02 St= .855857 Iy= 4.769747E-03 S1= 9.592518E-03 Sr= 9.189709E-03 Ixy= 1.168429E-03 Iz= 3.819462E-02 X= 1.11525E-04 Axp=-2.33111 Ixp= 3.347244E-02 Sbp= 3.694752E-02 Stp= 5.339136E-02 Iyp= 4.722182E-03 Slp= 9.08743E-03 Srp= 9.52461E-03 SECTION PROPERTIES with GRAPHICS 01-01-1980 4_SEASONS 45 DEGREE MULLIEN - TOP Units: inc=hes, degrees Rectanqle Data Number Base Height X -Garner Y -Garner Angle 1 .05 1.0716 -.025 -1.0716 0 2 .55 .05 0 -.05 22.5 3 .05 .55 0 -.05 67.5 4 .265 .05 I5 . 05 -1.0466 202.5 5 .05 . 1 1 .0691 1 -1.0928 202.5 6 .05 .11 -.1434 -1.1808 202.5 Section data is stored on file: 4 45DEG2. DAT Section Property Values Area = .13383 X -Cent r o i d = -1.089752E-02 Y -Gen t r y m i d = -.4004253 Outer fiber - x left = .4972361 Outer fiber - x right = .5190313 Outer fiber - y bottom = .9011351 Outer fiber - y top = .6070958 Moment of inertia x-axis = 3.342488E-02 Section modulus - bottom = 3.709197E-02 Sec=tion modulus - top = .055057 Moment t cif inertia y-axis = 4.769747E-03 Section modulus - left = 9.592518E-03 Section modulus - right = 9.189709E-03 Moment of inertia I xy = 1.168429E-03 Radius of gyration x-axis = .499756 Radius of gyration y-axis = .1887865 Moment t � � f inertia z-axis = 3.819462E-02 Radius of gyration z-axis = .5342252 Torsion constant K= 1.11525E-04 Angle of principal axis = -2.33111 Outer fiber - xp left = .5196389 Outer fiber - xp right = .4557875 Outer fiber - yp bottom = .9059455 Outer fiber - yp top = .6269262 Moment of inertia principal x-axis = 3.347244E-02 Section modulus - bottom = 3.694752E-02 Section modulus - top = 5. 339136E-02 Moment of inertia principal y-axis = 4.722182E-03 Section modulus - left = 9.08743E-03 Section modulus - right = 9.52461E-03 Radius of gyration principal x-axis = .5001116 Radius of gyration principal y-axis = .1878428 J 4—SEASONS 45 DEGREE MULLIEN (inches, degrees) A= .316677 Xc= 5.475231E-03 Yc= .6214148 Ix= .8748327 Sb= .1191357 St= 5.972565E-02 Iy= .1783786 S1= .1873858 Sr= .1881886 Ixg= 1.497822E-03 Iz= .2524113 X= 3.885752E-04 Axp= .8222284 Ixp= 7.481121E-02 Sbp= .1198267 Stp= 5.981017E-02 Iyp= .1784801 SIP= .1874696 Srp= .1888643 SECTION PROPERTIES with GRAPHICS 01-01-1aSO 4 -SEASONS 45 DEGREE MULLIEN Units: inches, degrees Ret'tangle Data Number Ease 1 1.792 Outer fiber - x right = 1.650117 1.792 .05 .0191 `T .05 5 .05 6 .285 7 .05 8 .05 Height X -Cerner Y -Corner Angle Outer fiber - x left = 1.661101 Outer fiber - x right = 1.650117 .05 .0191 .0462 157.5 1 . 6OB5 -.025 Section modulus - bottom �m = .1191357 .125 1.1475 . 5253 22.5 .125 -1.1475 .6753 157.5 05 -.05 1.6U8 22.5 .11 -.0691 1.653 22.5 .11 .1396 1.7402 22.5 Section data is stored on file: 4_45deg.dat Section Property Values Area = .316677 X -Centroid = 5.475231E-03 Y -Centroid = .6214148 Outer fiber - x left = 1.661101 Outer fiber - x right = 1.650117 Outer fiber - y bottom .6214148 Outer fiber - y top = 1.339546 Moment of inertia x-axis = .0740327 Section modulus - bottom �m = .1191357 Section modulus - top = 5.972565E-02 Moment of inertia y-axis = .1783786 Section modulus - left = .1073858 Section modulus - right = .1081006 Moment of inertia Ixy = 1.497822E-03 Radius of gyration x-axis = .483507' Radius of gyration y-axis = .7505216 Moment of inertia z-axis = .2524113 Radius of gyration z-axis = .8927836- 892783ETorsion Torsionconstant K = 3.035752E-04 Angle of princ=ipal axis = .8222 04 Outer fiber - xp left = 1.660006 Outer fiber - xp right = 1.650871 Outer fiber - yp bottom = .6218032 Outer fiber - yp top = 1.237435 Moment of inertia principal x-axis = 7.401121E-02 Section modulus - bottom = .1190267 Section modulus - top = 5.981017E-02 Moment of inertia principal y-axis = .1784001 Section modulus - left = .1074696 Section �n modulus - right = .1080643 Radius of gyration principal x-axis = .4834377 Radius of gyration principal y-axis = .7505668 NAME DATE BUTTE COUNTY BUILDING OFFICIALS CITY/COUNTY HOURS S.T. O.T.`k EQUIP. NO. JURISDICTION HOURS TOTAL WEEKLY TOTAL a ~, d