HomeMy WebLinkAboutLetter (floor trusts) - 11/05/1974 RICHCO
STRUCTURES
MANUFACTURERS OF QUALITY BUILDING COMPONENTS
DIVISION OF RICHARDSON INDUSTRIES, INC. P.O. BOX 158 SHEBOYGAN FALLS, WISCONSIN 53085
GREEN BAY: 414 336 -9400 MILWAUKEE: 414 344 -7820 SHEBOYGAN FALLS: 414 467 -2671
November 5, 1974
Mr. Ed Reimer
City of Oshkosh
215 Church Avenue
Oshkosh, Wisconsin 54901
RE: Floor Trusses for Bob Fabor per DW6 #754177 Sh 1 of 4
Dear Ed:
Per our phone conversation regarding 25'8" truss, the following
situation exists:
1) We used Den. Sel. $tr. K.D. Southern Pine (F-2650)
2) By using 2 x 6 end blocks (5 instead of 2 x 4 (1:6
we have reduced the design span from 25'8" to 25'0
Between these two factors I assure you that the bottom chord
factor is way under 1.000 allowable limit.
I have contacted Hydro -Air and they will be sending drawings
to verify this. In the meantime we would appreciate anything
you would do to allow Bob Fabor to start construction without
the week delay in getting shop drawings.
Thank you for your consideration.
Sincerely
CO ST.• •ES
"Merle Nett
Floor Division
MN:dlw
CC: Bob Fabor
1925 White Swan Drive
Os os scons n 54901
PLANTS IN GREEN BAY AND SHEBOYGAN FALLS, WISCONSIN
RICHC
STRUCTURES
MANUFACTURERS OF QUALITY BUILDING COMPONENTS
DIVISION OF RICHARDSON INDUSTRIES, INC. P.O. BOX 158 SHEBOYGAN FALLS, WISCONSIN 53085
GREEN BAY: 414 336 -9400 MILWAUKEE: 414- 344 -7820 SHEBOYGAN FALLS: 414 467 -2671
November 5, 1974
Mr. Ed Reimer
City of Oshkosh
215 Church Avenue
Oshkosh, Wisconsin 54901
RE: Floor Trusses for Bob Fabor per EW6 #754177 Sh 1 of 4
Dear Ed:
Per our phone conversation regarding 25'8 truss, the following
situation exists:
1).We used Den. Sel. Btr. K.D. Southern Pine (F -2650)
2) By using 2 x 6 end blocks (5 instead of 2 x 4
we have reduced the design span from 25'8" to 25'0".
Between these two factors I assure you that the bottom chord
factor is way under 1.000 allowable limit.
I have contacted Hydro -Air and they will be sending drawings
to verify this. In the meantime we would appreciate anything
you would do to allow Bob Fabor to start construction without
the week delay in getting shop drawings.
Thank you for your consideration.
Sincerely
RICHCO STRUCTURES
Merle Nett
Floor Division
A�I:dlw '1'
CC: Bob Fabor
•25 Whhi a Swan Drive
T!�? kosh, i 01 ICI I G
t?e vorroio
r1/ ,i0 o
PLANTS IN GREEN BAY AND SHEBOYGAN FALLS, WISCONSIN
JOB NO. 754177 1 OF 4 REV 1 11- 7-75 6/820 J08 NUPUIR /541!? 1 Of 4 PAGI 2 PtA11NG ARIA PROVIDED A.
i NTDRO -NAIL 0. PLATE LOCATION (HORD WEB Wf1 WEB
JOINT PLATE SIZE .1. X 1 AREAS AREA AREA AREA
DEiIGNFD 18 ACCORDANCE WITH WISCONSIN D1LHR 854611 1
PLATING CON10RM5 TO APPROVAL NOS. /10402. 7104013. *ND 720814 1 J 1
TT ►C 2685 UWIFORM LOADING J 2 6 1/8 x le 0 „IN 6.27 5.62 8.74
SPAN 2511. VIII. 10P CHORD LL 40.0 PSF
SPACING 2FT. 018. ON CENTER DL 10.0 PSF J 3 5 1/8 X 8 0 SIN 8.00 0.00 3.49 4,48
SNORT TERM LOADING INCREASES 801 CHORD LC 0.0 PS1
LUMBER S18(51ES INCREASED 1.00 01. 5.0 P5! t 3 4 4 1/8 1 6 0 618 6.00 0.00 3.04 3.04
PLATE RATING INCREASED 1.00 TOTAL LOAD 55.0 PSI 1
TOP CHORD SLOPE 0.0000/12. L /DELTA• 514 1 SJ S* 4 1/8 X 4 0 41N 1.50 1.50 1.48 1.96
DISTANCE 1008 LEFT END TO CENTER OF DUCT OPENING 12FT. 6- 1/ 214, PRE SPLICE IS 3 1/8 X 6 0
CAme:EQ- %4 'rt._ a or 7Rx4 J 6 3 1/8 X 4 D 418 4.00 0.00 1.59 1.59
HTDRO -AIR POS1 -SPAN TRUSS OVER-ALL OEPTN 17 IN
J 7 3 1/8 X 4 D 4IN 4.00
J10* 4 1/8 X 4 D 4IN 4.00 0.00 1.98 1.98
SJ17* 4 1/8 X 6 0 618 2.50 2.50 3.04 3.04
TRUSS IS STMMETRIC *L ABOUT THE CENTERLINE PRE- SPLICE 15 3 1/8 110 1/2N
PANEL LENGTH CHORD FORCE WEB FORCE JOINT LOAD REACT J21 1 1 4 0 118 1.02 0.00 2.12
P 1. 111 3- 8/16IN C 1* -1375 W 1* 1519 J 1• 3 -1379.
P 2. 1FT 5- 0/1618 C 2. -778 8 2• -1443 J 2. 70 J22 3 1/8 X 4 0 4IN 4.00 0.00 1.59 1.61
3. 211 6- 0 /1618 C 3. -2484 83• 1524 J 3• 195
P 4= 2FT 6- 0/1618 C 4• -4320 W 4* -1494 J 4. 250 223 4 1/8 X 4 0 418 4.00 0.00 1.98 1.98
P 5* 2FT 6- 0/1618 C 5. -5624 W 5• 1146 J 5• 250
9 6. 211 6- 12/1618 C 6• -6393 8 6. -1111 J 6• 253 124* i 1/8 x 6 D 618 6.00 0.00 3.04 3.04
P 7. 2FT 1- 8 /1618 C 7• -6649 V 7• 763 J 7• 234 t
P20. 2FT 1- 8/16I8 420• 6649 W 8• -728 J21• 17 J25 5 1/8 X 8 0 818 8.00 0.00 4.48 4.48
121. 1FT 3- 12/16I8 C21. 6649 W 9• 376 J22• 19
P22. 211 6- 0/1618 C22. 6131 810. -358 J23. 25 J26 S 1/8 X 6 D 618 6.00 0.00 5.56 3.49
P23. 211 6- 0/1618 423• 5093 811• 17 324. 25
P24. 2FT 6- 0 /16IN C24. 3523 812• 0 J25. 21
P25• 1FT 10- 12/16I8 C25• 1424 J26. 13 JOINTS MARKED HAVE NO STPRETRICAL MATCH
P26• OFT 9- 4/16I8 C26• 0 OPTIONAL SPLICES
8 20 GA. 223 PSI USING NET PLATE CONTACT AREA)
EPETITIVE STRESS. VALUES HAVE BEEN APPLIED TO THIS DESIGN H 16 4A.. C 183 PSI USING 8FT PLATE CONTACT AREA) PRE SPLICES
TOP CHORD IS 4X2 NO 1 ID DENSE SOUTHERN PINE F *2250 T.1300 C=1700 WEBS ARE TO BE 4X 2 NO 3 K8 SOUTHERN PINE
STRF55 FACTOR 81(5 *F) P /(A *C) 0.942
80T CHORD I5 412 DENSE EEL STRU KD SOUTHERN P18E 1.2650 T *1550 4.2150 THE FOLLOWING WEBS ARE 00001ED 1. 23.
STRESS FACTOR R /(S *1) P /(A *T) 0,836 WEB 12 1S TO BE REMOVED
21 4 MINIMUM BEARING amino AT J 1 AND J14
A
A
Span to depth ratio of truss is high enough for building designer
to consider providing aeons is dampen essibie floor s).t..
444 A V• u* A s vibrations.
117o 2" I% is #o certify that the under-
/i ,411"0
A, '41 %7 iigned has exam ned the informs-
Lion herccu and it conforms to
el A ATP /J d3 d9 d9 -dQ0 dr-de the design criteria and loading
.0v-Adze Shown.
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SPAN 2 6. 8 5
PLEASE READ REVERSE SIDE FOR HYDRO -AIR CLAIMS PROPRIETARY RIGHTS TO THE NOTES:
MATERIAL DISCLOSED HEREON. THIS DRAWING 1. CUT ALL MEMBERS TO BEAR.
ADDITIONAL INFORMATION, AND /OR TECHNICAL INFORMATION IS ISSUED IN
FABRICATION INSTRUCTIONS, -�q�ry. CONFIDENCE FOR ENGINEERING INFORMATION 2. CENTER ALL PLATES ON JOINTS UNLESS OTHERWISE NOTED.
AND NOTICES. HYDRO,A/A• ONLY AND MAY NOT BE REPRODUCED WITHOUT
ENGINESRINO. /NC. EXPRESS PERMISSION OF HYDRO -AIR ENGINEERING, INC.
4
JON N0. 754177 1 OF 4 REV 1 11 1-15 67420 Job N0P0to 154111 1 Of 4 P0G1 1 PtAf1Nr, A604 14001000
t NY0R0 -NAIL a PLATF LOCATION CHORD WEB WFM WEB
DESIGNED IN ACCORDANCE *11H *35CON518 D1LNO pULFS
F JOINT PLATE SIZE t Y AREAS AREA *HA AREA
PLATING CONFORMS TO APPROVAL NOS. /10402. 710403. AND 720814 I J 1
TYPE 2685 UNICORN LOADING J 2 6 1/8 hp D 1018 6.27 5.62 8.74
SPAN 2511. ?IN. 100 CHORD LL 40.0 PSF 1
SPACING 271. DIN. ON CENTER DL 10.0 PSF J 3 5 1/8 I 8 D 818 8.00 0.00 3.49 4.48
SHORT TERM LOADING INCREASES 801 CHORD LL 0.0 PSI r
LUMRER 518155ES INCREASED 1.00 01 5.0 PSF t J 4 4 1/8 X 6 0 6IM 6.00 0.00 3.04 3.04
PLATE RATING INCREASED 1.00 TOTAL LOAD 55.0 PSF t
TOP CHORD SLOPE 0.0000/12. L /DELTA. S14 1 SJ 5. 4 1/8 X 4 0 418 1.50 1.50 1.98 1.98
1 PRE SPLICE IS 3 1/8 X 6 0
DISTANCE FROM LEFT END TO CEN1E1 OF DUCT OPENING 1201. 6- 1/ 2IN.
(gmPER._ %4' L t' or T J 6 3 1/8 X 4 D 4IN 4.00 0.00 1.59 1.59
NYORO -A18 POSI-SPAN TRUSS OVER -ALL DEPTH 17 IN
J 7 3 1/8 X 4 0 410 4.00
J10. 4 1/8 X 4 D 4IN 4.00 0.00 1.98 1.98
SJ17. 4 1/8 X 6 0 618 2.50 2.50 3.04 3.04
TRUSS IS SYMMETRICAL ABOUT THE CENTERLINE PRE SPLICE IS 3 1/8 X 10 1/28
PANEL LENGTH CHORD FORCE NEB FORCE JOINT LOAD REACT J21 1 X 4 0 11N 1.02 0.00 2.12
P 1. 101 3- 8/16IN C 1. -1375 V 1. 1519 J 1• 3 -1379
P 2= 1FT 5- 0 /16IM C 2• -770 N 2. -1443 J 2= 70 J22 3 1/8 X 4 0 4IN 4.00 0.00 1.59 1.61
3= 2FT 6- 0/1618 C 3• -2484 w 3. 1524 J 3= 195
P 4. 217 6- 0 /16I0 C 4• -4320 V 4• -1494 J 4= 250 J23 4 1/8 X 4 0 418 4.00 0.00 1.98 1.98
P 5= 2FT 6- 0/161N C 5• -5624 V 5. 1146 J 5. 250
P 6= 2FT 6- 12/161N C 6= -6393 V 6= -1111 J 6• 253 1 J24• 4 1/8 X 6 D 61M 6.00 0.00 3.04 3.04
P 7. 2FT 1- 8/1618 C 7• -6649 N 7= 763 J 7• 234
P20. 2FT 1- 8/1618 C20. 6649 N 0- -728 J21• 17 J25 5 1/8 X 8 0 8I8 8.00 0.00 4.48 4.48
P21. 1FT 3-12/1618 C21• 6649 V 9. 376 J22• 19
022. 2FT 6- 0/16I8 022• 6131 810• -358 J23. 25 J26 5 1/8 I 6 It 618 6.00 0.00 5.56 3.49
P23= 2FT 6- 0/1618 C73• 5093 011. 17 J24• 25
P24= 2FT 6- 0/1618 C24. 3523 012= 0 J25= 21
P25= 1FT 10- 12/1610 t25• 1424 J26= 13 JOINTS MARKED HAVE NO 5YMMETRICAL MATCH
P26= OFT 9- 4/161M C26= 0 OPTIONAL SPLICES
0 20 GA. 223 P51 USING NET PLATE CONTACT AREA/
REPETITIVE STRESS VALUES NAVE BEEN APPLIED TO THIS DESIGN N 16 GA. C 1 PSI USING NET PLATE CONTACT AREA) PRE SPLICES
TOP CHORD IS 4X2 NO 1 KO DENSE SOUTHERN PINE F•2250 1.1300 C.1700 NE85 ARE TO Of 4% 2 NO 3 %0 SOUTHERN PINE
STRESS FACTOR M /(S *F) P /(A •C) 0.942
SOT CHORD I5 4X2 DENSE SEL STRU ID SOUTHERN PINE F.2650 T•1550 C =2150 THE FOLLOWING WENS ARE DOUBLER 1. 23.
STRESS FACTOR 11/(5 0) P /(4.7) 0.836 WEB 12 is TO 8E 8E808E0
2X 4 MINIMUM BEARING REQUIRED J 1 AND J14 A
Spa to depth ratio of truss 1* high enough for building designer
to eossider providing weans to deepen possible floes system
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SPAN 2 5.8 5
PLEASE READ REVERSE SIDE FOR HYDRO -AIR CLAIMS PROPRIETARY RIGHTS TO THE NOTES:
MATERIAL DISCLOSED HEREON. THIS DRAWING 1. CUT ALL MEMBERS TO BEAR.
ADDITIONAL INFORMATION, ANO!OR TECHNICAL INFORMATION IS ISSUED IN
FABRICATION INSTRUCTIONS, (01.1. CONFIDENCE FOR ENGINEERING INFORMATION 2. CENTER ALL PLATES ON JOINTS UNLESS OTHERWISE NOTED.
AND NOTICES. HYDRO,AIR• ONLY AND MAY NOT BE REPRODUCED WITHOUT
ENQINFERINa,INC. EXPRESS PERMISSION OF HYDRO-AIR ENGINEERING, INC.