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Specifications 4450 sw Tara,(a OFFICE COPY STRUCTURAL CALCULATIONS RECEIVED APR ? 3 'I • CITY OF TIGARD BUILDING DIVISION Tigard Soap Bottling Facility 9450 SW Tigard Street Tigard, Oregon 97223 All computations for this project have been performed by me. These calculations are for the above referenced project and scope of work only. These calculations do not apply to same or similar configurations at this site or at a different site and should be void without a wet signature.p rr+sr BLAME W.SKOWKDF „t„,..136444 weatt:4119 d PJ)RT AND., OREGOtd KEYSTONE Architecture Planning & Project Management, LLC. 12020 SE Idleman Road Portland, Oregon 97086 T: 503-761-1362 Maximum Horizontal Clear Spans—Roof Benign Live Load(LL)and Dead load(DL)in PSF- O.C. Deth Tll® Non-Snow Snow Load Area(115%) Spacing p 20LL+150L 20LL+20DL 25LL+15DL 3011+15DL 40LL+15DL SOLI+15D1 '. 4 Low I High Low I High Low I High Low f High Low I. High Low I High 110 20'-0" 17'-10" 19'-1 16'-11 19'-2" 17'-2" 18-5' 16-7' 17'2" I5'-7" 15'-11" 14'-9" 91/2" 210 21 2 18'-10 20'-2 17-10" 20-3" 18 2" 19 6 17 6 18 2 16 5' 17'-2" 15-7 230 71511 19'-6' 20'-l0 1850" 20'41" 18'-9"--- 20 2 1851' 185I0" 17 0' 17'-9' 16'-2"--- 110 23-Il': 21'-4" ' 22'-9" 20'-2" 22'-8' ; 20'-6" 2I'-5" 19'40' 1955" 18'-7" 17511' l 17'-4" 210 25-3 2256" 24'-I 21'-4" 24'-2 2158"--- 23'-3" 20 11 21'-4' 1958" 1958 18'-8 Asti 230 26 I 23'-3" 24'40' , 22'-0' 2441" 22'-4"--- 24 0 21-7' 2255 ' 20 4 20 9 1953"_-- 360 21 9 24'-9" 26'-5' 23'-5" 26'-7" 23' 10" 25' fi" ' 23'-0" 23'-11" 21 7' 22-T 20'-6" 560 31-11 28'-6 30'-5" 27'-0 30'-7" 27'-5" 29 5 26 5 27 6" 24'10 26 0' 23'7- " 27-2 24'3 25-7 23'-0" 24 9" 23-4" 23'-4" 22 A 21.2" 20 5 19-6' 18'-11" .Sgert 110 210 8 9 25'-7 27'-4 24-3' 27.-l" 24-8" 25 1 I 23-9 23'-3" 22 4 21 5 20 9 ._.._ . 14" 230 29 8" 26'-6' 28'-3 25'-I° 28 5 25-5 27-0 24 7 24. 6-_: 231 , 2: 2 7 21'-10" 360 31.6" 28'-2" ' 30'-0" i 2658' 30'-2" i 27'-1" 29 0 ' 26 I 27'-2" I 24'-7° 2558' 2354" 560 36'-3 32'C 54'-6 30'-7" 34'-8" 31'-1" 33-4 30'-0" 31 2" 28-3 29'-6" 26'-9" 110 29'-5' 26'-1r 27'-5" 25'-6" 26-5" 25'-2" 25'-0" 23' 10" 22'-8" 21'-10" 20'-5" ' 20'-3" 1 .........28 _._. ...651..1. 9-0" -.. ...............2 . .....22-2........... 210 31'-10" 28'-5' ' 3G'-0" 26'-11" 29'-0" ' 2T-4" ': 21'-5" 26'-2" 24'-10" ': 23' 11" 22'-8" i 22'-2" 16" 230 32-10" 29'14' 31'-4 2T_9' 30'_7" 28'_2" 28' 11" 27.3" 26'-2' 25.3 24'-2' 23'-5 --_. -6 '-...." ...0."...... ....-. __. -..2 ....25... ..0.......... 360 34'-11` i 31'-2" ! 33'-3° ': 29'-6" 33'-5" 30'-0" ': 32'-2" ZS'-]I" 30'-1" ' 2T-2" - 20'-0" 25'-10" 560 40 I' 35'-9' 38'-2" 33'-11" 38'-4 34'-5 36'-11' 33'-2 34'6'" 31'-3° 31-8' 29-8" 110 18-9" 1, 16-9" 17'-11" 15'10" 18'-0" 16'-1" : 17'-3" 15'7" 15'-9" 14'7" - 14'-6" 13'-10" 91/2" 210 19 10 17-9' 18'-11 16'-9' 19-0" 17'-0" 18'3 16' S 17 1 ---1555" 15-11" 14-8"_--- 230 20-7 IS'-4' ---19'-1 11'-4" 19'8" 17'-7" 18-11" 17 0 - 17 8 16:-0" 16-8' ; I5'-2" 110 22-5' i 20'-0" 21' 5" 19'-0" 20'-9" 19'-3" I 19'-7^ 18 7 17'-9" 17'-1" 16. 4' 15'-10" ._---. _...-.._._ "........ 210 23 9 2l'-2" 22'-7 20'-0" 22'-8" 20'-4" 21'-5 '. 19-8 9-6' 18-6' 17-1 l .......17-4" 11/ 230 ---24 6 21510' 2354' 20'-8" 23'-5" 2150" 22 6 20 3' 2056' 19 1" 18511' : 18'4" 360 26'-I" 2353" 24510" 22'-0" 24'-11" 2254" 245 0" 2157" 22'-5" 20'3" 21'-2" 19'3" 560 30'-0" 26'-9 , 28'-7" 25'-4" 28'-8" 25'-9' 21-1 : 24-10 � 25'-9 : 23'-4" 24-4 I 22'-2' 19.2 110 25-1 22'-10 23'-4" 2I'-7' 22'-7" 21'-5" 21'-4" 20-4 19'-4" : 18'-7" 17 0 I I7'-3" 210 27 0' 24'-1" 25'-7' - 22'-10" 24'-9" 23'2" r 23'-4' ! 22'-4" ''- 21'-2" 20'-5' 18-10" 1 ..: ... . -.....2 ..._9-1 I'...... 14' 230 27 10 24'•10 26-6' 23'-7' 26-l" 23-11' 24'7' 23 1 21-6 20-7 22 4 19'll" 360 29 7 26'5 28'-2 26-0" 28-4" 26'-5" , 27'-3 I 24 6 { 25-6" i 13 1__ 21 7 21'-Q"_ 560 34'-0" 30'-4" I 32'-5 28'-9" 32'-7''... : 29'-2" 31'-4' , 28'-2' '.: 29'-3" � 26'-6' ! 26'-5' � 25'-2" 110 26 10 I 25'-4 i 25'-0 23'-5' 24'-2" 22-11" 22'-10 21'-9" !: 20-1" _19'-11" 17'-0" I 18'-3" 210 29-5" 26-8' 27'-5' 25'4" 26 5" 25'-2" 25.-0' 23-I1' 22'3" ; 21510" 18=10' 1 2052"— 16' 230 30 11 27 7 28 ---11 26-1" 27-11" t 26'-6" 26 A �, 25 2 23-11 23'-0 21-2 21'-3 360 32 10" 29'3" 3I'-3 27'-9" 31'-5" 28'-2" 30'-2" � 27 2 � 25 7 25-3 � 21-7 - 2 '1-8" 560 37.8 33'7 35-10' 31- 10 36'-0" 3254" 34 8 7 3] 2 31-3 29 4' 26 5" , 25'-5" 110 IT-5" I I5' 6" i 16'-7" I4'-8" 16'-5" 14'4l" 15'-6" 14-5" 14' 1" 13'-6" 13'-0" 12'7" 91/2" 210 18 5 16'-5 17=6' 15'-6" 17-7" I5'-9" 16-11 1553 th 5 14 4' 14-3 13'-7" 230 19 0 i 17'0' 18'-1 16'-1" I8'-2" 10'-4" 17 6 15'-9 16 3" 14-10 ' 15-0' 14'-0" 110 20-7" 18'-7' I9'-2' 17'-7" 18'6" 17'7" 17'-6" 16'-8" 15'-10" 15'-3" 13'-7" 14'-2" 210 21'-11" 19'-7" 20'41' 18'-7" 20'-4" 18'-10" 19'-2" 18'-2" 17'-5" ! 1659' 15'-0" 1556" 111/ 230 22-8 20-3 2I'-7 19'-2' 21-5' 19-5' 70-3' b 18 9' 18 4 17 8 16 11 I6-4" 360 24'_1" 21'6 23'-0 20'-5" 23'_1" 20'-8" 22'_2" 20'-0" 20 5 .....18 9 i 17-3' 17.4d 560 27 9' 24'-9 26'-5' 23'-6" 26'-7" 23' 10" 25'-6 23'-0° 23 10 : 21-7 21'-1 20'-3° 24" 110 22 5 21'-1 20'-10 I9'-6" 20-2" 19'-2" 19'-0' 18'-2^ : 16-0 16-7' 13'-7' 14-7" 210 24 7 22'-4' 22'41 21 1 22-1" 21-0' 20'-10" 19'41 17 10 18'-3' 15 0 16-1" 14' 230 : 25 9 23'0" 245I" 2140 23-4" 22' Z 22'-0" 21-0 20'-0' 1953' 16-I I" 17-0" 360 27 5 24'6 26'4 23'-2' 26-3" 23' 6 25'-0 22'8' 20'S° 20-2 I7 3 11-4" 560 31 6 28'I 30'-0" 2fi'8" 30'-2" 27' 0, 2950" 26, 1" 24 11^ -......23 7 ... 2) 1 20,_3" 110 24'-0" 22'-8" i 22'-4" 20'41" 21' 7" 20'-6" 19-8 I 19'-6" 16'-0" I 16'-11" 13'-7' 14'-1" 210 26'-3" I 24'9" 24'-6" I 22'-11" 23'8" 22'-6" 21'9" ', 21'-4" ', 17'_10" '; 18'-9' j 15'0" 16' 1" 16" 230 27 9 25'6 25510" 24'-2" 24'-11" 23'-8" 23 7" 22'-6' 20'-0' 19-9" 16-1l 17'-0" 360 30 4 27'-1 . 28'-11' 25'-8" 28'-2" 26'-1' 25-0 24 1" 20'S ,---20'2' -_-17-3 17'-4 31 __- ---. . ..._ :_.._ -..-. ... 560 34'-10' '2' 33'-2" • 29'-6" 33'-4" : 29' 11" 30'6" ': 28'-3" ',: 24'-11' ! 23'-7" i. 21'4" i 20'3" How to Use This Table General Notes 1. Determine appropriate live and dead load,and the load • Table is based on: duration factor. - Minimum bearing length of 13:"end and 31/2"intermediate,without web stiffeners. 2. If your slope is 6:12 or less,use the Low slope column.If it - Uniform loads. is between 6:12 and 12:12,use the High column. - More restrictive of simple or continuous span. - Minimum roof slope of 54:12. 3. Scan down the column until you find a span that meets or • Total load values are limited to deflection of L/180 and live load is based on joist deflection of L/240. exceeds the span of your application. 4. Select Tile joist and on-center spacing. • For continuous spans,ratio of short span to long span should be 0.4 or greater to prevent uplift. • A support beam or wall at the high end is required.Ridge board applications do not provide adequate support. • For flat roofs or other loading conditions not shown,refer to Weyerhaeuser software. Trus Joist•T116 Joist Specifier's Guide TJ-4000 I July 2019 12 I 1 1 v oak, --ea -- 1 - � - - II 2 �- �� 1 - -- -gyp re* 2 ` z 3©0 t c 300 - - Z 1 s ^ 22- 1 - k Ito_ p p2.tr,g c l I I It-- if 'Oil° r I : 5 4300* * (i). ( ., te(7.2 _ q: )S.: i _ f 5 7 I 12, ' cK" 1 0