HomeMy WebLinkAbout085.20-01-35.121 (2)Charles Randall Feiszli, PE
27North Church St
Cortland, Nem, York 13045
August 5, 2009
Fred Kraft
Fred Kraft Associates, Inc.
Rt 13
Dryden, NY 13053
Re: Storage Building Addition, US Fish and Wildlife, Luker Road. Cortland
Fred;
I have reviewed the plans for the above one story pole barn addition to the existing building. Plans
consist of 1"floor plan and elevations, and a section and are undated. I have marked the reviewed
drawings and referenced this letter. This letter summarizes my understanding of the plans and certifies
that they are in compliance with the Building Code of New York if the notations and specifications of
this letter are followed. The following notes reflect numbered notes on the drawings and describes
assumptions and understanding of the work.
1. The post lateral bracing is a 2 x 6 at 45°, 24" down from header.
2. 24" diameter footing is sufficient for all posts accept those either side of overhead doors,
assuming an allowable load of 3000 psf for soil, if the soil is good gravel. Without soil testing
the door post footings will need to be increased to 30"•
3. Posts are sufficient if SYP #1 used for PT lumber as assuried.
4. LVL OHD headers to be attached to posts with hangers or blocked below. Do not just nail to
post.
5. Purlins and Girts are borderline - but allowing for 1/120 deflection the) are acceptable.
6. Truss design shows 70 psf GSL, but analysis is based on 54 psf.
This statement applies only to the stated submitted plans and not to mechanical or plumbing equipment.
This review is structural in nature. Building is assumed to be unoccupied S-2 cold storage with no
plumbing or heating facilities with those being provided elsewhere.
AL SPECIFICATIONS must be used in conjunction with this approval and drawings must bear -a note
referencing this letter.
If you have questions please call.
Vert/ trtt y
S iszli,
OF NEW
el
S� SES R' Fo
W
FRED KRAFT, OR
US FISH & WILDLIFE
3815 LUKER ROAD
85.20-01-35.121 #80/2011
25X40 ADDITION
46'-0"
17,0„ 12.-o,Exlating But cling
(1) Shelf °� (2) Shelves L/J
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(2) 1 3/4x18 LVL
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EXISTING STORAGE BUILDING
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/ 24" Dlal Gonc.
/ Footers Typ,
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(2) 1 3/4x18 LVL
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LAIRGE
EQUIPMENT STORAGE
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ADDITION
i_
RICHT ELEVATION
Job
Truss
buss rype
Ory
PlY
Kraft
10073078B
T01
DBL FINK
6
7
J06 Refer 0donall
UFP -New VOrh, LLC,
Aubrn uNV 13021, Jason Lyon
] 210 s Feb 1 11 t 2010 2010 M,Tak Industries, Inc
Thu Jul 29 tfi 22 42 2010 Page 1
-1-0-p
6-0-1 13-0-1 20-0-0
26-11-15
33-11-15
40-0-0 4JJ1-0-0
1-0-
6-0-1 6-11-15 6-11-15
6-11-15
6-11-15
6-0-1 i -O -U
Scale= 1 71 -'
8x12 MT18I
1; 3
6x8
16
12 MITI SH
3 00 12
8x8 ; 5x6
5
4 $�
f. _- `11 L e I I I rrr
15 14 13
8x8 = 6x12 MT18H= 8x8 =
5x6 c 8x8 ¢
7
8x12 MT18I
9 fixe
^ 6x8 c
10
V��� [=
12 12x16 MT18H=
8x12 MT1I
7-4-14 15-9-10 24-2-6 32-7-2 40-0-0
7-4-14 8-4-12 8-4-12 84-12 7-4-14
Plate Offsets is VI 12 Edge,0-5-4), rye Edge, 0-5-01,112 04 Edgo [16 0E-0 Edcel
LOADING fpsO SPACING 4-0-0 CSI DEFL m Ill II Ud PLATES GRIP
TOLL 5811 Plates Increase 115 TC 083 Ved(LL) .7013-15 >683 240 MT20 197/144
(Grountl Snow=]001 Lumber Increase 115 BC 098 VemTL) -09013-15 >534 180 MT18H 1971144
TOOL 50 Rep Smess lncr NO WB 084 HOR(TL) 037 10 Na nla
BCLL
BCOL 50 Code IBC2003RPI2002 (Matrix) WindILL) 02513-15 >999 360 Weight 336 In
LUMBER BRACING
TOP CHORD 2 X 10 SVP USE TOP CHORD 2-0-0 op pudms (24-6 max )
BOT CHORD 2 X 6 SYP 240OF 2 OE'Exceph BOT CHORD 6-1-0 op bracing
622 X 6 SPF 21WF 18E WEBS 1Row at midpt 5-15,7-13
WEBS 2 X 4 SPF Stud 'Except' JOINTS 1 Brace at Jt($) 6
W42X4SPFNo2
SLIDER Left 2 X 8 SYP DES 64-7, Right 2 X 8 SVP DSS 64-7
REACTIONS (Ib/size) 2=575910E-8. 10=5759/0-8-8
Max Hom2=-9l(LC 8)
Max UptlCp-1125(LC 10), 10=-1125f -C 10)
Max Grav2=8821(LC 2), 10=6821(LC 3)
FORCES Iib) - Maximum Compress,onlMeximum Tension
TOP CHORD 1-2=-25910,2-3=-143372840,3<=-13476/2823,4-5=A 31122835, 5E= -11369/2714,5 -7= -11369/2714,7 -8=-131122835,8-9=-1347612823,9-10=-1433]/2840,10-11=-259/0
BOT CHORD 2-16=-2587/1298. 15-16=-2584/1248. 14 -15= -199]/9541,13-14=-1997/9541,12-13=-2584/12486,10-12=-2587112986
WEBS 3-16=-2091]47 5-16=-SOBl47. 5.15= -31481569,6 -15= -060/3433,6 -13=-480/3433,]-13=-3146/569,7-12=-805/470,9-12=-209/747
NOTES
1) Wmd ASCE 7-02. Well TCDL=3 Opsf. BCOL=3 Opsf IHI B=Ott, L=40ft, eave=5. Cat II, Exp B, partially, MWFRS (all heights) and C -C Extenor(2) zone,
cantilever left and night exposed C -O for members and forces 8 M WFRS for reactions shown, Lumber DI W plate grip 001-=1 33
2) TCLL ASCE 7-02. Pg=70 0 psf (ground snow), Ps=58 8 psf (root snow), Category 11, Exp 8, Partially Exp , CnI 2
3) Roof design snow load has been reduced to account for slope
4) Unbalanced snow loads have been considered for 0is design
5) This hiss has been designed for greater of min roof live load of 20 0 psf or 2 00 times flat roof load of 56 8 psf on overhangs non-concument with other live
loads
6) Dead loads shown Include weight of truss Top chord dead load of 5 0 psf (or less) is not adequate for a shingle roof Architect to verify adequacy of top chord
deadload
7)All plates are MT20 plates unless otherwise indicated
81 This truss has been designed for a 10 0 psf bottom chord live load nonco rcunent with any other live loads
9) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 1125 to uplift at joint 2 and 1125 to uplift at Icmt 10
10) This Wss is designed In accordance with the 20031 ntemational Building Code section 2306 1 and referenced standard ANS IRPI 1
11) Design assumes 4x2 (flat on urtatton) puNns at oc spacing indicated, fastened to miss TC w12 -10d nails
LOAD CASE(S) Standard
Job
40-0-0
(ITmss Tmss Type
Ory Ply
Kraft
0-1-01 126 0-1-12 0-1-01
10%3078@
6
jT01GE GABLE
1
1
PLATES GRIP
5x6 0 3x6 =
3x6 = 5x6 S
LLL
,.EliL"-07013-15 >683 240
Job Reference moeonep
8x8 ;
5
UFP New York, LLC,
Auburn NY 13021. Jason Lyon
Vert(Ty -09013-15 >534 180
% 21U a Feb 11 2010 Mil ek IntlusmieR Inc
Thu Ju1291622
43 2010 Page 1
-1-0-p
6-0-1 13-0-1 20-0-0
26-11-15
33-11-15
40-0-0
4JJ1-0J0
1-0-
6-0-1 6-11-15 6-11-15
6-11-15
6-11-15
6-0-1
1-0-0
BOT CHORD 2 X 6 SYP 240OF 2 DE'ExcepC BOT CHORD 6-1 t) oc bracing
8x12 MT18H _
B2 2 X 6 SPF 210OF 1 8E WEBS 1 Raw at midpt 5-15, 7-13
6x8 3
6x8
Style = 1 71
7-4-14 15-9.10 24-2-6 32-7-2
40-0-0
30012 Bx1211
7-4-14
Plate ORsets(X.Y) 12 Edge,0-5J],[30812,0-5A7,[90E12.05-01,[10 E0ge,05<],[12 Om-,Edge],[15 U _), dgeL 1180 -1 -12,0 -1 -0],1190 -1-12,0-1-0],1200-1.12,0-1-01,1210-1.12,0-1-0],[230-1-12
0-1-01 126 0-1-12 0-1-01
6
SPACING 4-0-0
CSI
DL in (lac) Im it Up
PLATES GRIP
5x6 0 3x6 =
3x6 = 5x6 S
TO 083
,.EliL"-07013-15 >683 240
8x8 ;
5
Lumber lnuease 115
6x8 c
Vert(Ty -09013-15 >534 180
10x16 Mi II
4
BOLL 00
7
8 10x16 MT18H 11
HOR(TL) 037 10 nla Na
8x12 MTiBH�
_ _ _ {
'
o-� - -
_- �-
Weight 38116
LUMBER BRACING
i
TOP CHORD 2 X 10 SYR DSS TOPCHORD 2-0-0Oc purls; (24-6 max J
BOT CHORD 2 X 6 SYP 240OF 2 DE'ExcepC BOT CHORD 6-1 t) oc bracing
8x12 MT18H _
B2 2 X 6 SPF 210OF 1 8E WEBS 1 Raw at midpt 5-15, 7-13
6x8 3
6x8
9 6x8
OTHERS 2 X 4 SPF Stud
`
_ /W
REACTIONS (Iblsi2e) 2=57591043.8, 10=5759104341
6z8 a
1 2 - _
- - i J_" Y -'_
V-- .•
011
�
9.10=-143372840,10-11=-259/0
\�
��
Ii
lit
a
111
)
16
12x16 MT18H=
15 14
13
12
12x16 MT18H=
8x12 MTi6H=
BxB= 6x1.2 MT18H=
8x8=
8x12 MT18H=
6) This muss has been designed for greater of min roof live load of 20 0 psf or 2 00 times flat roof load of 58 8 psf on overhangs nonaoncument with other live
7-4-14 15-9.10 24-2-6 32-7-2
40-0-0
74-14 8-4-12 6-4-12 8-4-12
7-4-14
Plate ORsets(X.Y) 12 Edge,0-5J],[30812,0-5A7,[90E12.05-01,[10 E0ge,05<],[12 Om-,Edge],[15 U _), dgeL 1180 -1 -12,0 -1 -0],1190 -1-12,0-1-0],1200-1.12,0-1-01,1210-1.12,0-1-0],[230-1-12
0-1-01 126 0-1-12 0-1-01
TOADING(Ps� 568
SPACING 4-0-0
CSI
DL in (lac) Im it Up
PLATES GRIP
(Grountl Snow=700)
Plates Increase 115
TO 083
,.EliL"-07013-15 >683 240
MT20 1971144
TOOL 50
Lumber lnuease 115
BC 098
Vert(Ty -09013-15 >534 180
MT18H 1971144
BOLL 00
Rep Stresslwr NO
WE 084
HOR(TL) 037 10 nla Na
BCDL 50 Code IBC2003RPI2002
(Matrix) Wnd(LL) 02613-15 >999 360
Weight 38116
LUMBER BRACING
TOP CHORD 2 X 10 SYR DSS TOPCHORD 2-0-0Oc purls; (24-6 max J
BOT CHORD 2 X 6 SYP 240OF 2 DE'ExcepC BOT CHORD 6-1 t) oc bracing
B2 2 X 6 SPF 210OF 1 8E WEBS 1 Raw at midpt 5-15, 7-13
WEBS 2 X 4 SPF Stud -Except- JOINTS IBraceatJf(s)6
W42A4 Spa No
OTHERS 2 X 4 SPF Stud
SLIDER Left 2 X 8 SYR DSS 64-7, Rgnt 2 X 8 SYR DSS 64-7
REACTIONS (Iblsi2e) 2=57591043.8, 10=5759104341
Max 4orz2=-91(LC 8)
Max Jori 125(LC 10), 10=-1125(LC 10)
Max Grav2=6821(LC 2), 10=6821(LC 3)
FORCES lldl -Maximum Compressiouslaximum Tension
TOP CHORD 1-2=-25910, 2-3=-1433712840, 3d=43476/2823. 4-5=-131122835, 55=-11369/2714, 6-7=-11369/2714, 743=-13112/2835,8_9=-13476=3,
9.10=-143372840,10-11=-259/0
BOT CHORD 2-16=-2587112986, 15-16=-2584/1248@, 1445=-1997/9541, 13 -1a -199719541,12-13=-258i 10-12=-2587112986
WEBS 3-16=-209047,5-16=-8051470,5-15=-3146/569,6-15=-06013433,6-13=,,1SW3433,7-13=-3146/569,7-12=-805147,0,9-12=-209/147
NOTES
1) Wnd ASCE 7-02, 90mph, TCDL-3 Cut BCDL=3 Opsf, h=24L 0=0ft, L=40ft, eave=5fl, Cat II, Exp B, partially, MWFRS (all heights) and C -C Exemor(2) zone,
cantilever left and right exposed A -C for members and farces & M WFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 33
2j Tmss designed for wind loads in rhe plane of the truss only For studs exposed to end (rwmtal to rhe /ace), see Mi "Standard Gable End Cetae"
3) TOLL ASCE 7-02, Pg=700 psf (ground snow), Pe=58 8 psf (roof snow), Category ll, Exp B, Partially Exp, Ct=1 2
4) Roof design snow, toad has been reduced to account for slope
5) Unbalanced snow beds have been conSMered I Me d"W
6) This muss has been designed for greater of min roof live load of 20 0 psf or 2 00 times flat roof load of 58 8 psf on overhangs nonaoncument with other live
loads
7) Dead loads shown include veli of Wss Top ohand dead load of 5 0 psf (or less) is not adequate for a shingle roof Architect to verify adequacy of top Chord
deal
8) All plates are MT20 plates unless Otherwise indlcated
9) Al plates are 2x5 MT20 unless otherwise indiceted
10) Horizontal gable studs spaced at 2-2-0 oc
11) This mai; has been designed for a 10 0 psf bottom brand live load nonconcument with any other live loads
12) Provide mechanical cosereathm (by others) of muss to bearing plate capable of withstanding 1125 Ib uplift at joint 2 and 1125 lb uplift at joint 10
13) This tunes is designed in accordance with the 2003 International Building Code; echo. 23061 and referenced standard ANSiala, 1
14) Design assumes 4x2 (flat Orientation) immune at do spacing indicated fastened to Wss TO w/ 2-1 Od rats
LOAD CASE(S) Standard