1936 Structural Calcs (2)STRUCTURAL DESIGN
FOR
PLAN 1936
THURSTON COUNTY, WASHINGTON
NOTE: This stamp applies to
the members and assemblies
described in these calculations
only and is only valid if it is a
wet stamp.
~' V~ WASy~C~ ,
~y r ~
4r
~ ~fC/STE0.E~ 44ie
F' ~ ~ fsS~NAL eN~fr
~'-
I '~ E%Wu.ES 04/25/ 1-- ~ ~
WA 98021 (PREPARED BY
- 9868
-6715 FAX
~ - ,,,,
.__ ~. ;~ ~~ip
B Y: --------..._....
DESIGN CRITERIA
PER THE 2006 INTERNATIONAL BUILllING CODE
F,ARTHQUAKE PER SF.C'1'ION 1G14
Design Per ASCF, 7-05
Section 12.8 F~uivalent Lateral Force Procedure
DASe SIICAC: V = Cq * W
Cs=Seismic Response Coefficient
W =Effective Seismic Weight
Site /Project Specific Design Values:
Ss = 1.25 per USGS Si = 0.40 per USGS
Site CI<us U (Defaulq Seismic Design Category U
R=6.5 from'fablc 12.2-I Iw= 1.00
CS = 0.1282 per Section 12.8.1.1
WINll DESIGN PER SECTION 1G09 (Allowable Stress Design)
Design per ASCE 7-05 Section 6.4
Design Wind Presvure: Ps = ~. " lvv • PSao
where: a -Exposure Factor
KzT =Topographic Factor
[µ. =Importance F'acwr
PS3U -Base Design Pressure
SitelProject Specific Values:
Basic Wutd Speed = RS mph (V3,)
~ = 1.40 Exposure "C" (~30')
KzT - 1.00
Iw= 1.00
PSro =see ASCE 7-05, Figure G-2
STANDARD DF,S-GN INFORMATION
The information described below is to be used unless otherwise noted on the plans
WOOD DESIGN per Sections 2301 & 2301.2.1 Allowable Strength Design
when applicable; per 2308 Conventional Light-Frame Construction
MINIMUM NAILING REQUIREMEN"I'S per Table 2304.9. I
ANCHOR BOLTS:
5/8" 0 x 10", A307 or better, w/ 7" min. Embedment. V = 1328 f! /bolt
CONCRETE DESIGN per Chapter 19 & AC1318-OS
Concrete: f~ = 2500 psi
Rebar: fy = 40,000 psi
MISCELLANEOUS HARDWARE
S-MPSON Stro^ -Tie Connectun ur cyual
SHEAR WALL SCHEDULE
(SEE 2006 1BC table 2306.4.1 & Section 2306.4.1)
All shear walls to be sheathed from top plate to bottom plate. Block all panel edges.
Nail spacing is for all panel edges. Space nails (r~ 12" o.c. along intermediate framing members.
SW-6 v = 260 plf 7;16" OSB, w/ 8d (0.1 l3" O) nails @ 6" o.c.
Anchorage (interior walls only) [o SINGLF,joist or blkg txaow 16d (box) @ 6" o.c.
SW-4 v = 350 plf 7/16" OSB, w/ Rd (0,113" A) nails @ 4" o,e.
Anchorage (interior walls only) to SINGLE joist or blkg below: I Gd (box) @ 4" o.c.
SW-3 v = 490 plf 7/16" OSB, w/ 8d (0.113" 0) nails @ 3" o.c.
Anchorage (interior walls only) to 4x (min.) BGAM or blkg below: l6d (box) @ 3" o.c.
NOTE,: use min 3" nominal studs n adjoining panel edges
SW-2 v = 640 plf 7/16" OSB, w/ Sd (0.1 13" 0) nails @ 2" o.c. (staggered)
Anchorage (interior walls only) to 4x (min.) BEAM or blkg below: 16d (box) @ 2" o.c.
NOTE: use min 3" nominal studs trq) adjoining panel edges
The shear values abort arc based upon the use of 8d box nails with a full bead, a shank diameter of
0.113", and a minimum penetration of 1.375". From Table 2306.4.1 use 15132; Sd values with a 0.729
reduction for Hem-Fir & 1.4 increase for wind.
SW-2C v = 830 plf 7/16" OSB, wd 8d (0.131" 0) COMMON nails (o? 2" ac. (staggered)
Anchorage (interior walls only) to 4x (min.) BEAM or hlkg fxlow: 16d (Iwx) (rv Z" o.c.
NOTE,: use min 3" nominal studs ~q~ adjoining panel edges
The shear values above are based upon the use of 8d common nails with a full head, a shank diameter of
0.131", amd a minimum pcnctratiom of 1.5". Frpm Table 230GA.1 use IS/32; 8d values with a 0.93
reduction for Hem-Fir & 1.4 increase for wind.
16d ~ t~" O.G.
SHEAR WALL EDGE
NAILING
LOCATE SHFAIHING
JOINT gD CUMMON
MEMt3•=R
SHEAR TRANSFER C~ EXTERIOR WALL DETAIL
SEISMIC & WIND ANALYSIS # 09-038 FOR PLAN 1936
SEISMIC: PER ASCE 7-05 SECTION 12.8 SEISMIC BASE SHEAR: V = 0.1282 W
Dead Loads:
Roof = 15 psf (horz. framing) 8 10 psf (partition) WR = 1370 SF Q (15 + 10) psf = 34,250 #
Floor = 10 psf (horz. framing) 8 10 psf (partition) WuF = 1490 SF @ (10 + 10) psf = 29,800 #
vertical D/stribution
Level Weight (w) Height (h) w x h
Roof 34,250 18 616,500 67% VR = 3,875 #
Upper 29,800 10 298,000 33% VuF = 1,873 #
Total 64,050 914,500 Total = 5,748 #
WIND: PER ASCE 7-05 SECTION 6,4
sidelside FR = 32 SF Q 20.16 psf = 645 # A <30
48 SF C~ 3.22 psf = 155 # B <30
205 SF @ 14.56 psf = 2,985 # C <30
14 SF @ 3.36 psf = 47 # D <30
Total Roof s/s: FR= 3,832 #
FuF = 80 SF @ 20.16 psf = 1,613 # A <30
0 SF ® 3.22 psf = 0 # B <30
278 SF @ 14.56 psf = 4,048 # C <30
6 SF Q 3.36 psf = 20 # D <30
Total Upper Floor s/s: FuF ~ 5,681 # Total sls = 9,512 #
fronUback FR = 56 SF Q 20.16 psf = 1,129 # A <30
45 SF @ 3.22 psf = 145 # B <30
172 SF @ 14.56 psf = 2,504 # C <30
180 SF Q 3.36 psf = 605 # D <30
Total Roof fib: FR = 4,383 #
FuF = BO SF Q 20.16 psf = 1,613 # A <30
0 SF Q 3.22 psf = 0 # B <30
264 SF @ 14.56 psf = 3,844 # C <30
46 SF @ 3.36 psf = 155 # D <30
Total Upper Fioor f/b: Fug = 5,811 # Total Nb = 9,994 #
SUMMARY: WJnd controls both levels, both directions, except ,roof.
WIND: PER ASCE 7-05 SECTION 6.4.2.1.1
299 SF Q 10.0 psf = 2,990 #
364 SF @ 10.0 psf = 3,640 #
Total s/s = 6,630 #
453 SF @ 10.0 psf = 4,530 #
390 SF @ 10.0 psf = 3,900 #
Total f/b = 8,430 #
UPPER FLOOR SHEAR WALLS
sidelside: VR = 5,038 # v = 140 plf L~F = 36.0 ft
Line LTaie V length Shear Shear Wall H / W Seismic Redundancy Height MoT MR Uplift Resisfing Element
Type Ratio Ratio Factor (p) (ft) (TIC) Left /Front Right !Back
REAR 18 2519 # a 8 146 plf SW-6 1.00 1.00 1.30 8 8482 #-ft 1536 #-ft 993 # 4 4
b 9 148 plf SW-6 0.89 1.00 1.30 8 10668 #-ft 1944 #-ft 944 # 4 4
17
FRONT 18 2519 # a 3 214 plf SW-3 2.67 0.75 1.30 8 5145 #-ft 216 #-ft 1634 # 4 4
b 2.75 214 plf SW-3 2.91 0.69 1.30 8 4716 #-ft 182 #-ft 1641 # 4 4
c 3 214 plf SW-3 2.67 0.75 1.30 8 5145 #-ft 216 #-ft 1634 # 4 4
d 3 214 plf SW-3 2.67 0.75 1.30 8 5145 #-ft 216 #-ft 1634 # 4 4
TOTAL 36 5,038 # 11.75
fronU back: VR = 6,038 # v = 133 plf LeFF = 38.0 ft
Line LTRis V Length Shear Shear Wall H / W Seismic Redundancy Height MoT MR Uplift Resisting Element
Type Ratio Ratio Factor (p) (ft) (TIC) Left /Front Right! Back
LEFT 19 2519 # a 23 110 pH SW-6 0.35 1.00 1.30 8 20150 #-ft 12696 #-ft 260 # 1 Rdl
RIGHT 19 2519 # a 36 70 plf SW-ti 0.22 1.00 1.30 8 20750 #-ft 31704 #-ft 405 # OK OK
N
hRA1M fiLQOR SHEAR WARS
side side: VuF = 4,475 # v = 118 plf L F = 38.0 ft
EF
Line Lra18 V Length Shear Shear Wall H / W Seismic Redundancy Height Mor MR Uplift Resisting Element
tctivrt r r aa[i s a 4 208 pIf Sw-6 2.25 0.89 1.30 9 7482 #•ft 432 #-ft 1750 # 5 5
b 4 208 plf SW-6 2.25 0.89 1.30 9 7482 #-ft 432 #-ft 2743 # 5 5
c 10 208 plf SW-6 0.90 1.00 1.30 9 18706 #.ft 2700 #-ft 1569 # 5 5
d 3.75 208 plf SW-4 2.40 0.83 1.30 9 7015 #-ft 380 #-ft '1758 # 5 5
21.75
FMID 17 2002 # a 2.75 320 plf SW-2 3.27 0.61 1.30 9 7927 #-ft 204 #-ft 2800 # 5 5
b 3.5 320 plf SW-3 2.57 0.78 1.30 9 10089 #-ft 331 #-ft 2777 # 5 5
6.25
FRONT 4 2990 # a 3 498 plf SW-2C 3.00 0.67 1.30 9 13454 #_ft 243 #-ft 4394 # 6 6
b 3 498 plf SW-2C 3.00 0.67 1.30 9 13454 #-ft 243 #-ft 4394 # 8 6
TOTAL 38 9,612 # 6
front/ back: Vu ~ = 4,957 # v = 130 plf L EFF ° 38.0 ft
Line L~ia V Length Shear Shear Wall H I W Seismic Redundancy Height Mor MR Uplift Resisting Element
T e Ratio Ratio Factor ft T/C Left /Front Ri ht /Back
LEFT 19 4997 # a 14.25 351 plf SW-3 0.63 1.00 1.30 B 44974 #-ft 5483 #-ft 2726 # 5 1
RIGHT 19 4997 # a 34 147 plf SW-6 0.26 1.00 1.30 9 44974 #-ft 31212 #-ft 298 # 1 1
T(1TA1 4R R ROA N
W
HORIZONTAL D/APHRACiM SHEARS /LOAD PATH
ROOF DIAPHRAGM
FRONT: @ 3' & 2.75' walls; v = 5.75 x 214 / 11 = 112 plf OK
@3'walls;v=6x214111 =117p1t OK
UPPER FLOOR DIAPHRAGM
REAR: v = 4521 / 38 = 119 plf OK
ADD CS16 beam to wall top plate
FMID: v = 2002 / 16 = 125 plf OK
FRONT: v = 29901 22 = 136 plf OK
LEFT: vnet = 19 x 130 / 26 = 95 pH OK
ANCHOR BOLTS
USE 618" 0 Anchor Bolts ~ 5' - 0" o.c. Unless Notes Otherwise (U.N.O.)
v=1.6x860#15=276p1f
NOTE: If v > 360 plf Then V(bolt) = 1.6 x 860 / 2 = 688 #
FMID: Q 2.75' & 3.5' walls; V = 3.5 x 320 = 1120 # (1) 5/8" A. B. OK
FRONT: ~ 3' walls; V = 3 x 498 = 1494 # (3) 5/8" A.B. REO'D
LEFT: V = 4997 # (8) 5/8" A.B. REQ'D
RESISTING ELEMENT
Roy Dead Load Reaction
1 Perpendicular Exterior Wall T~ = VcoRNeR = Hwau x vM,N
2 Perpendicular Wall (min) 5 - 16d nails = 5' x 109 plf =545 #
3 A 35 Framing Anchors = 450 # each
4 CS16 Strap = 1705 #
5 STHD10 or STHD1 ORJ @ 3730 #
6 STHD14 or STHDI4RJ @ 5025 #
0
_~ I 1
~'~ r
n i
- _- __!/ - __-~ Cl
J~rl~ ~\<N/'
SIT TI IG (} y BA7H
,.. ~ n..7
~ ~~' ..~
~~~
~ I ~~ I
J
~-i nL
"1114
_ _. _ I ~ _ _ -!"O
f ~ _~.~ _
M. BEDRDOM v'b
..e.. _'tl~ _ '>
n na
n
BEDFUDM 2
~ VWOnc
_ g ~.
~ A 1~ ~ L5
~_ 5~ ~
'~_ ^
~~~
B~DRODM 1
tw
~~ M.
ueF~
BEDROOM
3
~,. v. ~- 1 ~- ~ ~
U ~ t~^,-3
~~~
O1 CS16 TO WALL BELOW
Q2 CS16 TO BEAM BELOW
O3 CS16 TO HEADER BELOW
® CS16 TO RIM BELOW
NOTE: ALL EXTERIOR WALLS & GABLE ENDS
TO BF. SW-6 U.N.O.
UPPER FLOOR SHEAR WALLS
:.,J>P
b~~°?
C C?_~ ~Q~O
KITC NE
M ,....,
3 Y
UIt11N<
JET
i
J 0. ~pprO+M Dlnsl Veul - -
ar.PS(v.plps. rnusll
nl pPq
ll VING
r. •+ra
~ m.~ E HfRY
T4
w. p. ~~
I
~ S~~~I~I TV ~-' ~
~`~•)RFCc!b ~
10 ADD TS22 BEAM TO WALL TOP PLATE
I m ~T~
-ty
O2 A HTT 22 HOEDOWN MAY BE USED IN LIEU OF THE STHDIORJ HOEDOWN,
SEE DETAIL B
O3 AN HDOS HOEDOWN MAY BE USED IN LIEU OF THE STHD14 HOEDOWN,
SEE DETAIL C
NOTE: ALL EXTERIOR WALLS TO BE SW-6 U.N.O.
MAIN FLOOR SHEAR WALLS
r ~
L~
r~
GARgGE
Ono.III YIVI LI'rype : pwN Mewp
u •o~.r~ -+IM .mf ItrrNI Jl a4.IlIYMr
!)• p.rO r.9ulr.a M .N -yls wppprWp
..~oN .Ion o« ai ....pe..
~~
_ __ - _ ~
__ _ I
I 2 3~~ , - ' - __--~. 5~
~~~,.Y'. ~~.
2t'117.~b 1
.~ j: ca avi.sPacE
L~ g
it +.
~~
i .~ -- - - -
f ~z~ ~ ~iL
C/JL1GE
~ N
POkf x
~Z L~
T R
:I~~_ _ ~ __ - - - _ _~ _~
STNa,'4' ,TYP. --~~ ~ z. a t-
C 4> Rcta: e ~ A ~
`~
O1 A HTT 22 HOEDOWN MAY BE USED IN LIEU OF THE STHDIORJ HOEDOWN,
SEE DETAIL B
O2 AN HDQS HOEDOWN MAY BE USED IN LIEU OF THE STHD14 HOEDOWN,
SEE DETAIL C
NOTE: USE 5/8" 0 ANCHOR BOLTS W/ 3" x 3" x 1/4" WASHERS (7a 5'-0" O.C. U.N.O
OA (3) 518" A.B. REO'D
FOUNDATION PLAN
W ~ WELLEK CONSULTING JOB NAME PLAN 1936
ENGINEERS, P.C.
JO[3 NUMEiER 09-038 PREPARGU BY M W
UA'I'E 7 i 9 / 09 SHEET NO. (_Ea OF L9
21925 8TH PL W • DOT[{ELL, WA 98021
PH. (425) 488 - 9868 • FAX (425) 486 - 6715
HT7 22 h10LDO1NN
55T816
TRU55E5 PER PLAN
tOd ~ 6" O.C.
ROOF SHEATHING
RIM JOIST W/ 50LID BLOCKING
SILL PLATE
VENTED BLOCKING
Ht ~ 24" O.C.
DETAIL A
r!.
e
°
C
u
°
°
n
DETAIL B
4x6DF#2
HDOB HOEDOWN
S5T828
P.T. 51LL PLATE
°
a ° °
•
° 4
n
°
DETAIL C
V~
~I
.~
---.~
DESIGN LOADS:
ROOF DL = 15 PSF
LL = 25 PSF
ENGINEERED TRUSSES BY TRUSS MANUFACTURER
NOTE: PROVIDE (212 X POST (~ ALL N!P MASTERS
8 GIRDER TRUSSES U.N.O
BEAMS:
NOTE:_ PROVIDE (2) Z X POST
@ ALL BEAMS U.N.O.
B1: 4x8DF#2
COLUMNS:
C1: (3)2x6HF#2
C2: 4 x 4 DF # 2 W/ AC4 8 AB44
HEADERS: 4 x 8 DF # 2 U.N O HANGERS:
NOTE: PROVIDE (1) 2 X TRIMMER HGRi: HUC48
@ ALL HEADERS U.N.O
H1: 3 118 x 9 GLB (24F-V4) (ELEVATION A)
ROOF FRAMING PLAN
(ELEVATION A)
vz.
~~.,
DESIGN LOADS:
ROOF DL = 15 PSF
LL = 25 PSF
ENGINEERED TRUSSES BY TRUSS MANUFACTURER
NOTE: PROVIDE (2) 2 X POST (~ ALL H!P MASTERS
8 GIRDER TRUSSES U.N.O
HEADERS: 4 x 8 DF # 2 U.N.O.
NOTE: PROVIDE (1) 2 X TRIMMER
ALL HEADERS U.N.O
H1: 4 x 10 DF # 2 (ELEVATION B)
BEAMS:
NOTE: PROVIDE (2) 2 X POST
ALL BEAMS U.N.O.
61: 4x8DF#2
COLUMNS:
C1: (3)2x6HF#2
C2: 4x4DF#2W/AC4&AB44
HANGERS:
HGR1: HUC48
ROOF FRAMING PLAN
(ELEVATION B)
I
~. r ~~
~ ~ ..p ~~
J
.\ly P ~~ V A. i.i ~
7 ~ -7
n K11CNE N N~4'
U ,, •,
LIVING
~ .av..
E"J5 E N1RY
•V
~z-~.to .a
PORCH
_- ~ -~ w . t.,..y
1 ~ !
DESIGN LOADS:
FLOOR DL = 10 PSF
LL = 40 PSF
JOISTS: 2 x 10 HF # 2 (a7 16" O.C.
NOTE: PROVIDE LUS28 HANGERS
ALL FLUSH FRAMED ENDS
HEADERS: 4 x 8 DF # 2 U.N.O.
NOTE: PROVIDE (1) 2 X TRIMMER
ALL HEADERS U.N.O
H2: 3 1/8 x 9 GLB (24F-V4)
H3: 5 1I8 x 12 GLB (24F-V4)
NOTE: PROVIDE SOLID FRAMING
IN JOIST SPACE TO FOUNDATION
FOR ALL PT. LOADS ABOVE
V3
.wP [x) _ _
T _
~I.~~,x =a3.tY ~
~_ . -
I6 ~~_,, T_. 14 <_
.. ~ ' 12
Ili pL ••ov ~*~.....,. j~
b.c . .V
V
p/u i
M U1il_ ~
...x.
I
^ ulp '~
_ 4 YI fw{ u ¢
__ .._ S.x-_ _ 1 i . 14,
x It'..u..~
G4RAGE L~
ho.IVe 111 x.1'••Ll"HT .'MOYO.p
.n "r.m:.~w..ne PI br.• u <q. OI 1•v~
xT arn..ow.a c• .n rsu..~gp•.m.p .
auwe uory_ p.• Lc .uaon
1 ~
' .:.3 ,
1~ H~ `3
BEAMS:
NOTE: PR01/IDE.(2) 2 X POST
ALL BEAMS U.N.O.
62: 6 314 x 15 GLB (24F-V4)
63: (2)2x10HF#2
64: 5118 x 131!2 GLB (24F-V4)
B5: (2)2x10HF#2
8S: j3)2x10HF#2
67: 5 1J8 x 9 GLB (24F-V4)
COLUMNS:
C1: (3)2x6HF#2
C3: (2)2x8HF#2
C4: (5)2x6HF#2
HANGERS:
HGR2: LUS210-2
UPPER FLOOR FRAMING PLAN
v~-
DESIGN LOADS:
FLOOR DL =10 PSF
LL = 40 PSF
JOISTS:2x10HF#2(x)16"O.C.
NOTE: PROVIDE LUS28 HANGERS C~
ALL FLUSH FRAMED ENDS
BEAMS: 4 x 10 DF # 2 U.N.O.
NOTE: PROVIDE 4 x 4 POST
ALL BEAMS U.N.O.
PROVIDE 4 x 6 POST
ALL BEAM SPLICES U.N.O.
NOTE: PROVIDE SOLID FRAMING
IN JOIST SPACE TO FOUNDATION
FOR ALL PT. LOADS ABOVE
MAIN FLOOR FRAMING PLAN
vs
BeamChek v20051icensed fo: tNelfer Consulting Engineers, P.C. Reg # 5234-65779
PLAN 1936 ROOF FRAMING PLAN
GTt (FOR REACTIONS ONLI~ Date: 7r08J09
Selec ' n 5-1lBx 13-112 GLB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions
..:.. o...,.:..n Crna A1= Z ri in> R9= 3 6 in' DL Defl 0.42 in Suggested Camber 0.63 in
Data
A ributes
Actual
Critical
Status
Ratio
Va ues
Adius6ments
..~.
Beam Span
26.0 ft
Reaction t LL
1300 # Reaction 2 LL 1300 #
Beam Wt per ft 16.81 # Reaction 1 TL 2299 # Reaction 2 TL 2299 #
Bm Wt Inducted 437 # Maximum V 2299 #
Max Moment 14941 Yi Max V (Reduced) 2100 #
TL Max Defl L / 240 TL Actual Defl L / 325
LL Max Defl L / 360 LL Actual Defl L / 575
Section (ino) Shear (ink TL Defl (in) LL Defl
155.67 69.19 0.96 0.54
67.15 11.41 1.30 0.87 I
OK OK OK OK
43% 16% 74% 63%
Fb (psi) Fv (psi) E (psi x mil) Fc I fps)
Base Values 2400 240 1.8 650
Base Ad usted 2670 276 1.8 6~`
Cv Volume 0.967
Cd Durahon 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N!A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Fl Kbe = 0.0
Loads Un'rform LL: 100 Uniform TL: 160 = A
Unrform Load A
R1~99 R ~~
SPAN = 26 FT
Uniform and partial uniform loads are Ibs per lineal R.
v~
BeamChek v2005 licensed to: Wefler Consulting Engineers, P. C. Reg # 5234-65779
PLAN 1936 ROOF FRAMING PLAN
GT2 (FOR REACTIONS ONLI~ Date: 7!08/09
Selection 5-1t8x 16-112 GLB 24F-V4 DFIDF Lu = 0.0 Ft
Conditions
Min Bearing Area R1= 11.7 in' R2= 8.6 in' DL Defl 0.53 in Suggested Camber 0.80 in
Data Beam Span 21.5 fl Reaction 1 LL 4085 # Reaction 2 LL 2452 #
Beam wt per ft 20.55 # Reaction 1 TL 7612 # Reaction 2 TL 5588 #
Bm Wt InUuded 442 # Maximum V 7612 #
Max Moment 41359 Yi Max V (Reduced) 6649 #
TL Max Defl L / 240 TL Actual Oefl L / 255
Attributes SecBon in' Shear in TL Defl (in) LL De
Actual 232.55 84.56 1.01 0.48
Critical 186.Q8 3fi.14 1.08 0.72
Status OK OK OK OK
Ratio 80% 43% 94% 66°k
Fb (psi) Fv (psi) E (psi x
Values Base Values 2400 240 1.8
BaseAdiusted 2667 276_ 1.8
Adiustinents Cv Volume 0.966
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch ShearSVess N!A
ci staoarry 1.0000 Kb = u.oU Le = 0.00 Ft Kbe = u.u
Loads
Point TL Distance Par Un"rf LL Par Unif TL Start End
B = 2299 13.5 425 H =680 0 13.5
100 I = 160 t 3.5 21.5
H I
Pl loads:
0
R1 = 7612 R2 = 5588
SPAN = 21.5 FT
UnHorm and partial uniform loads are Ibs par lineal ft
v~
BeamChek v20051icensed fo: Weller Consulting Engineers, P.C. Reg # 5234-65779
PLAN 1836 ROOF FRAMING PLAN
GT3 (FOR REACTIONS ONLI~ Date: 7/08/09
Selection (2) 2x 10 HF #2 Lu = 0.0 Ft
Conditions NDS 2001
Min Bearing Area R1= 2.8 i n' R2= 2.8 in' DL Oefl 0.10 in
Data Beam Span 11.0 ft Reaction 1 LL 688 # Reaction 2 LL 688 #
Beam Wt per R 6.74 # ' Reacion 1 TL 1137 # Readion 2 TL 1137 #
Bm Wt Included 74 # Maximum V 1137 #
Max Moment 3127 `# Max V (Reduced) 978 #
TL Max Defl L 1240 TL Adual Defl L ! 499
LL Max Deb L / 360 LL Adual Defl L / 826
Attributes Sedan (n~ Shear (in') TL Defl (In) LL De
Adual 42.78 27.75 0.26 0.16
Critical 34.90 8.50 0.55 0.37
Status OK OK OK OK
Ratio 82% 31% 48% 44%
Values Base Values 850 150
Base Ad'usted 1075 173
Adjustments CF Size Fador 1.100
Cd Duration 1.15 1.15
Cr Repetitive
Ch Shear Stress 1.00
N/A
Loads
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Uniform Load A
0
R1 =1137 R2 = 1137
SPAN = 11 FT
Uniform and partial uniform loads are Ibs per lineal ft.
vg
BeamChek v2LYA5 Aiceiued ta' Weller Consulting Engineers, P.C. Reg # 5234-65779
PLAN 1936 ROOF FRAMING PLAN
GT4 (FOR R EACTIONS ONLI~ __ Date: 7!08!09
lecti n r5-118x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft _
e
Conditions
Min Bearing Area R1= 8.9 inz R2= 8.9 in° DL Defl 0.40 in Suggested Camber
0.59 in
Data Beam Span 21.5 ft Reaction 1 LL 3494 # Reaction 2 LL 3494 #
Beam Wt per ft 18.68 # Reaction 1 TL 5791 # Reaction 2 TL 5791 #
em Wt Included 402 # Maximum V 5791 #
Max Moment 3i i26 Yt ~LfaxV (Reduced) 5117 #
TL Max Defl L / 240 TL Actual Defl L ! 259
Attri ter Section in' Shear in TL Den In ~~ ue
Actual 192.19 76.88 1.00 0.60
Cribcal 138.71 27.81 1.08 0.72
Status OK OK OK OK
Ratio 72% 36°/a 93°k 84°h
Varies
Adjustments
Ctl Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N!A
Lords
Uniform Load A
R1~91 f ~91
SPAN = 21.5 FT
Uniform and parbal uniform bads are Ibs per tineaf ft.
V9
BeamChek v2005 licensed fo: Weller Consulting Engineers, P.C. Reg # 5234.65779
PLAN 1936 ROOF FRAMING PLAN
TYPICAL HEADER Date: 7/06/09
Selection 4_x_8 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2001 -- - -
Min Bearing Area R1= 2.6 in' R2= 2.6 in' DL Defl 0.03 in
Data
A ri i
Adual
Critipl
Status
Ratio
Values
Adiusfinents
Beam Span 5.5 R Readion 1 LL 997 # Reaction 2 LL 997 #
Beam Wt per R 6.17 # Readion 1 TL 1612 # Reaction 2 TL 1612 #
em Wt Included 34 # Maximum V 1612 #
Max Moment 2216 YI Max V (Reduced) 1258 #
TL Max Defl L / 240 TL Adual Defl L / 974
LL Max DeR L /360 LL Adual DeR L />1000
Sedion m Shear in TL DeR in LL Defl
30.66 25.38 0.07 0.04
19.77 8.11 0.28 0.18
OK OK OK OK
84% 36% 25% 23%
Fb si Fv si E si x miq Fc ~ (psi)
Base Values 900 180 1.6 625
Base Ad'usted 1346 207
- - --. - 1.6
- 625
CF Size Fedor 1.300
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N!A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Loads Uniform LL: 363 Uniform TL: 580 = A
Unlfonn Load A
R1=1612 R2=1612
SPAN = 5.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
v,o
BeamChek v2005 licensed to: Welfer Consulting Engineers, P.C. Reg # 5234-65779 __
PLAN 1936 ROOF FRAMING PLAN
TYPICAL HEADER Date: 7708109
Lion 4x 8 DF-L #2 Lu = 0.0 Ft
itions NDS 2001 - ~--~ --
Min Bearing Area R1= 1.4 in' R2= 3.3 in' DL Defl <0.01 in.
Da[a
Attributes
Actual
Critical
Status
Rafio
Values
Adjustments
Beam Span 2.5 ft Readbn 1 LL 98 # Reaction 2 LL 262 #
Beam Wt per ft 6.17 # Readion 1 TL 854 # Readion 2 TL 2036 #
Bm Wt Inducted 15 # Maximum V 2036 #
Max Moment 1363'# Max V (Reduced) 1682 #
TL Max Defl L / 240 TL Actual Defl L / >1000
LL Max Defl L /360 LL Actual Defl L />1000
Section in Shear in' TL Defl (tn LL Defl
30.66 25.38 0.01 <0.01
12.15 12.19 0.13 0.08
OK OK OK OK
40% 48°k 6% 1%
Fb si Fv (psi) E (si x mi Fc ~ (psi
Base Values 900 180 1.6 625
Base Ad'usted _ 1346 207 1.6___ _ _ 625
CF Size Factor 1.300
Cd Duration 1.15 1.15
Cr Repeti5ve 1.00
Ch Shear Stress N!A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Loads
~
~
Point TL Distance Par Unrf LL Par Unif TL Start End
B = 2299 1.75 50 H = 80 0 1.75
363 I = 580 1.75 2.5
H
Pf bads: B
0 0
Rt = 854 R2 = 2036
SPAN = 2.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
V)i
BeamChok v20051icensed to: Weller Consulting Ergineors, P.C. Reg # 5234-65779
PLAN 1936 ROOF FRAMING PLAN
TYPICAL HEADER Date: 7!08/09
el ti 4x 8 DF-L 1112 Lu = 0.0 Ft
Corniitions NDS 2001
Min Bearing Area R1= 4.1 in' R2= 0.9 in' DL Defl 0.04 in
Data
Actual
Critical
Status
Ratio
Values
Adjustments
Beam Span 5.5 ft Reaction 1 LL 356 # Reaction 2 LL 154 #
Beam Wt per ft 6.17 # Reaction 1 TL 2572 # Reaction 2 TL 576 #
Bm Wt InGuded 34 # Maximum V 2572 #
Max Moment 1773 `# Max V (Reduced) 2218 #
TL Max Defl L / 240 TL Actual Deb L / >1000
LL Max Defl L !360 LL Actual Defl L ! > 1000
Sedan in Shear in TL Deb in LL Deb
30.66 25.38 0.05 X0.01
15.81 16.07 0.28 0.18
OK OK OK OK
52% 63°k 18% _ _ 4%
Fb si) Fv (psi) E (psi x mil) Fc ~ (psi)
Base Values 900 180 1.6 625
Base Ad'usted 1346 207 1.8 625
CF Size Factor 1.300
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0 .00 Ft Kbe = 0.0
Loads
Point TL Distance Par Unff LL Par Unif TL Start End
B =2299 0.75 363 H = 580 0 0.75
50 I = 80 0.75 5.5
I
Pt loads: B
R 1 = 2572 R2 = 576
SPAN = 5.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
VIL
BeamCbek v2(>05 licensed to: Welfer Consulting Engineers, P.C. Rog # 523465779
PLAN 1936 ROOF FRAMING PLAN
H1 (ELEV A) Date: 7I08f09
Selection 3-118x 8 GLB 24F-V4 bF/DF L
u = 0.0 Ft
Conditions _
Min Bearing Area R1= 2.4 in ' R2= 4.1 in' DL Deb 0.08 in Suggested Camber 0.12 in
Data Beam Span 6.5 ft ReacBon 1 LL 344 # Reaction 2 LL 840 #
Beam Wi per ft 6.g3 # Readion 1 TL 1546 # Reaction 2 TL 2693 #
Bm Wt Included q4 # Maximum V 2693 #
Max Moment 5171 Yt Max V (Reduced) 2253 #
TL Max Defl L / 240 TL Actual Defl L ! 788
LL Max Defl L / 360 LL Adual Defl L / >1000
Attribu a Section (in') Shear (ink TL Defl (in) LL Defl
Adual
42
19
28
3 _ _
. .1 0.10 0.02
Critical 22.48 12.24 0.33 0.22
Status OK OK OK OK
Ratro 53% 44% 30% 10%
Fb (psi Fv si E (psi x mil Fc I si
Values Base Values 2400 240 1.8 650
Base Ad usted 2760 276 1.8 650
Adjustments Cv Volume 1.000
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N/A
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Load
Point TL Distance Par Unif LL Par Unif TL StaA End
B = 2299 3.75 50 H = 80 0 3.75
363 f =580 3.75 6.5
--~
H
Pt loads: 8
0
R1 =1546 R2 = 2893
SPAN = 6.5 FT
Uniform and partial uniform loads are Ibs per Lineal R.
v~
BeamChek v2005 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-_6_5779
~~
PLAN 1936 ROOF FRAMING PLAN
Ht (ELEV B) Oate: 7/08/09
Se i 4x 10 DF-l #2 Lu = 0.0 Ft
Conditions NDS 2001
Min Bearing Area R1= 3.1 i n' R2= 3.1 in' D L Deb 0.02 in
Beam Span 6.5 ft ReaGion 1 LL 1178 # Reaction 2 LL 1178 #
Beam Wt per ft 7.87 # Reaction 1 TL 1911 # Reaction 2 TL 1911 #
Bm Wt InGuded 51 # Maximum V 1911 #
Max Moment 3105'# Max V (Reduced) 1457 #
TL Max Defl L ! 240 TL Actual Defl L / >1000
LL Max Defl L !360 LL Actual Defl L / > 1000
Attributes Section in' Shear in' TL Defl in LL Defl
Actual 49.91 32.38 0.06 0.04
Critical 30.00 10.56 0.33 0.22
Status OK OK OK OK
Ratio 60°k 33% 20% 18%
Values
Adjustmen s
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N!A
Loads Uniform LL: 363 Uniform TL:.580 = A
Uniform Load A
0
R1=1911 R2=1811
SPAN = 6.5 FT
Uniform and partial un'rform bads are Ibs per lineal ft.
v(~-
[3eamChek v20051icensed fo: WeflerConsulling Engineers, P.C. Reg # 5234-65779
PLAN 1936 ROOF FRAMING PLAN
B1 Date: 7/08/09
Se ion 4x 8 DF-L #2 Lu = 0.0 Ft
Conditions NOS 2001
Min Bearing Area R1= 1.4 ins R2= 1.4 in' DL Defl 0.08 in
2 LL 534 #
R
i
O~(g Beam Span on
eact
9.5 ft Reaction 1 LL 534 #
Beam Wt per R 6.17 # Reaction 1 TL 884 # Reaction 2 TL 884 #
Bm WI Inducted 59 # Maximum V 884 #
Max Moment 2100 Yt Max V (Reduced) 772 #
TL Max Defl L / 240 TL Actual Defl L / 595
LL Max Defl L /360 LL Actual Defl L 1985
Attributes Section (in') Shear (In') I L Uetl (In) LL Ue
Actual 30.66 25.38 0.19 0.12
Critical 18.73 5.59 0.48 0.32
Status OK OK OK OK
Ratio 81% 22% 40% 37%
Fb si Fv (si E si x
Values Base Values 900 180 1.6
Base Ad'usted 1346 207 1.6
A~ustments CF Size Factor 1.300
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N)A
Cm Wet Use 1.00 1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Fl
Loads
Uniform Load A
T
R1 = 884 R2 = 884
SPAN = 9.5 FT
Uniform and partial uniform loads are Ibs per lineal R.
Vt5
BeamChek v20051icensed to: Welter Consulting Engineers. P.C. Reg # 5234-65779
PLAN 1936 UPPER FLOOR FRAMING PLAN
TYPICAL JOIST Date: 7/08!09
r n ~ 2x10 HF#2 ~16in.oc Lu=O.OFt _
Conditions Repetitive Use, NDS 2001
Min Bearing Area R1= 1.2 i n' R2= 1.2 irr' DL Defl 0.09 in
Data Beam Span 14.0 R Reaction 1 LL 373 # Reaction 2 LL 373 #
Beam Wt per R 0 # Reaction 1 TL 467 # Reaction 2 TL 467 #
Bm Wt Included 0 # Maximum V 467 #
Max Moment 1633'# Max V (Reduced) 415 #
TL Max Defl L / 240 TL Actual Defl L / 376
LL Max Defl L /380 LL Actual Defl L / 469
Atfibutes Sedan in' Shear in' TL Defl in LL De
Actual 21.39 13.88 0.45 0.36
Critical 18.23 4.15 0.70 0.47
Status OK OK OK OK
Ratio 85% 30% 64% 77%
Values Base Values 850 150 1.3
Base Ad'usted 1075 150 1.3
Adiusfinents CF Size Factor 1.100
Cd Duration 1.00 1.00
Cr Repetitive 1.15
Ch Shear Stress N/A
toads
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Uniform Load A
-~
0 0
R1 = 467 R2 = 467
SPAN = 14 FT
Uniform and partial uniform loads are Ibs per lineal R.
Vle
BeamCbek v20051icrtnsed to: Weller Consulting Engineers, P.C. Reg # 523465779
PLAN 1936 UPPER FLOOR FRAMING PLAN
TYPICAL HEADER Oate: 7!08/09
S I c 'on 4x 8 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2001
Min Bearing Area R1= 3.7 i n= R2= 3.7 in' DL Deb 0.02 in
Data Beam Span 4.5 ft Reaction 1 LL 1446 # Readion 2 LL 1446 #
Beam Wt per ft 6.17 # Readion 1 TL 2286 # Reaction 2 TL 2286 #
Bm Wf Included 28 # Maximum V 2286 #
Max Moment 2572'# Max V (Reduced) 1672 #
TL Max Defl L / 240 TL Adual Deb L / 988
LL Max Deft L / 360 LL Adual Defl L / > 1000
Attributes Sedion (ink Shear (ink TL Deft (in) LL Defl
Adual 30.66 25.38 0.05 0.03
Critical 22.94 12.12 0.23 0.15
Status OK OK OK OK
Ratio 75% 4896 249'0 23%
Fb si) Fv (psi) E (psi x mil) Fc ~ (psi)
Values Base Values 900 180 1.8 625
Base Ad'usted 1346 207 1.6 625
Adustments CF Size Fador 1.300
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N!A
I = 80 0 4.5
H
Uniform Load A
0
Rt =2286 R2 =2286
SPAN = 4.5 FT
Uniform and partial undorn loads are Ibs per lineal R.
vn
BeamChek v2005 licensed to: We!!er Consulting Engineers, P.C. Reg # 5234-65779
PLAN 1936 UPPER FLOOR FRAMING PLAN
TYPICAL HEADER Date: 7/08!09
Selection 4x 8 DF-L #2 Lu = 0.0 Ft --~
Conditions NDS 2001
Min Bearing Area R1= 2.5 in' R2= 5.6 in' DL Defl 0.02 in
Data
Actual
Critical
Status
Ratio
Values
Adjustments
Beam Span 4.5 R Reaction 1 LL 714 # Reaction 2 LL 658 #
Beam Wt per ft 6.17 # Reaction 1 TL 1543 # Reaction 2 TL 3489 #
em Wt Included 28 # Maximum V 3489 #
Max Moment 2166'# Max V (Reduced) 1232 #
TL Max Deb L / 240 TL Actual Defl L ! >1000
LL Max Defl L 1360 LL Actual Deb L / >1000
Section ink Shear in TL Defl rn LL Defl
30.66 25.38 0.04 0.02
19.32 8.92 0.23 0.15
OK OK OK OK
63% 35% 18% 11%
Fb (psi) Fv (psi) E (psi x mil)_ _ __Fc ~ (psi)
Base Values 900 180 1.6 625
Base Ad'usted 1346 207 1.6 625
CF S¢e Factor 1.300
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress WA
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 FI Kbe = 0.0
Loads Uniform L_L: 28.0_ Uniform TL: 350 = A_
Point TL Distance Par U_n_if LL_ P_ar Unif TL
~ Start End
B = 854 2.25 H = 80
50 0 2.25
C = 2036 4.5 I = 80 0 4.5
I
H
Uniform Load A
Pfloads:
R1 = 1543 R2 =3489
SPAN = 4.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
v.8
BeamChek v20051icensed fo: Weder Consulbirg Engineers. P.C. Reg # 523x65779
PLAN 1938 UPPER FLOOR FRAMING PLAN
H2 (ELEV A) Date: 7/08/09
Selectlon 3-1f8x 9 GLB 24F-V4 DF1DF Lu = 0.0 Ft
Cond101ons
Min Bearing Area R1= 4.2 ins R2= 3.5 in' DL Defl 0.07 in Suggested Camber 0.10 in
~!~
Afbibulea
Actual
Cri6rusl
Stabrs
Rata
Values
Adiuslments
Beam Span 8.5 fl Reaction 1 LL 1125 # Reaction 2 LL 1048 #
Beam Wt per fl 6.83 # Reaction 1 TL 2780 # Readxxr 2 TL 2280 #
Bm Wt Inducted 44 # Maximum V 2760 #
Max Moment 5068'# Max V (Reduced) 2320 #
TL Max Defl L ! 240 TL Actual Deb L / 736
LL Max Deb L / 380 LL Actual Deb L / >1000
Section to Shear in TL Defl in LL Defl
42.19 28.13 0.11 0.04
22.03 12.81 0.33 022
OK OK OK OK
52°/, 45% 33% 18%
Fb~isi) Fv (psi) E (psi x mil) Fcl (psi)
Base Values 2400 240 1.8 850
Base Adjusted 2760 278 1.8 850
Cv Volume 1.000
Cd Dura[bn 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress WA
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
1- Uniform LL: 240 Uniform TL 300 = A
Point TL Distance Par Unit LL Par Unif TL SIeA End
B = 1548 2.5 50 H = 80 0 2.5
I = 80 0 6.5
75 J = 120 0 6.5
J
L I
H
Uniform Load A
Plloada: B
R 7 ~ 2760 R2 = 2280
SPAN = 6.5 FT
Unifartn and partial uniform bads are Ibs per lineal ft.
V~9
BeamChek v2.0051icensed to: We!lerConsulting Engineors, P.C. Rog # 5234-65779
PLAN 1936 UPPER F LOOR FRAMING PLAN
H2 (ELEV B) Date: 7/08/09
Seleclkx~ 3-1/Bx 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft
~2f
Min Bearing Area
R1= 4.8 i
n' R2= 3.7 in'
DL Defl 0.08 in Suggested Camber
0.11 in
Data Beam Span 6.5 ft Readion 1 LL 1125 # Readion 2 LL 1048 #
Beam Wt per fl 6.83 # Readion 1 TL 2985 # Readion 2 TL 2421 #
em Wt Included 44 # Maximum V 2885 #
Max Moment 5629'# Max V (Reduced) 2545 #
TL Max Defl L 1240 TL Adual Defl L 1673
LL Max Defl L / 360 LL Adual Oefl L ! > 1000
Attributes Section in Shear m TL Defl m LL Defl
Adual 42.19 28.13 0.12 0.04
Critipl 24.47 13.83 0.33 0.22
Status OK OK OK OK
Ratio 58% 49% _ 36% 18°k
Fb (psi) Fv ( si) E si x mll Fc ~ (psi)
Values Base Values 2400 240 1.8 650
Base Ad'usted 2760 276 1.8 650
Adiuslments Cv Volume 1.000
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress NIA
I = 80 0 6.5
75 J = 120 0 6.5
r J
H I
Uniform Load A
Pt bads:
R1 = 2985 R2 = 2421
SPAN = 6.5 FT
Unilonn and partial uniform loads are Ibs per lineal ft.
f~
tieamChek v20051icensed ro: Weller Consulting Engineers, P. C. Reg # 5234-657T9
PLAN 1938 UPPER FLOOR FRAMING PIAN
H3 (ELEV B) Date: 7/08(09
S f Lion 5-1 /8x 12 GLB 24f-V4 DF/DF Lu = 0.0 Ft _ ~
Conditions
Min Bearing Area Rt= 5.1 in' R2= 5.7 in' DL Defl 0.23 in Suggested Camber 0.34 in
Data Beam Span 16.5 ft Reaction 1 LL 1908 # Reaction 2 LL 2237 #
Beam Wt per ft 14.94 # Reaction 1 TL 3312 # Reaction 2 TL 3724 #
Bm Wt Included 247 # Maximum V 3724 #
Max Moment 14604'# Max V (Reduced) 3249 #
TL Max Defl L 1240 TL Actual Defl L /359
LL Max De0 L / 360 LL Actual Defl L 1614
'bates Section in Shear i TL Defl (in) LL Defl
Actual
123.00
61.50 __
0.55 _ _ _
0.32
Critical 73.02 20.31 0.83 0.55
Status OK OK OK OK
Ralio 59%a 33°~a 67% 59%
Fb si Fv psp E (psi x mil)
Values Base Values 2400 240 1.8
Base Adjusted 2400 240 1,8
Adjustments Cv Volume 1.000 _
Cd Duration 1.Q0 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 _ 1.00
CI Stab1ity 1.0000 Rb = 0.00 Le = O.QO ff Kbe = 0.0
50 H = 80 0 16.5
= 80 0 16.5
80 J = 100 8.0 16.5
J
H
Un'rform Load A
0
R7 = 3312 R2 = 3724
SPAN = 16.5 FT
Uniform and partial un'rfonn loads are Ibs per lineal ft.
' UZI
SeamC/rek v2005 licensed to.' Weller Consulting Engineers, P.C. Reg # 523465779
PLAN 1936 UPPER FLOOR FRAMING PLAN
H3 (ELEV A) Date: 7/08!09
S ~ 5-1lSx 12 GLB 24F-V4 DFIDF Lu = 0.0 Ft
Conditions _-- --
Min Bearing Area R1= 6.7 in' R2= 6.8 ins DL Deb 0.38 in Suggested Camber 0.58 in
Beam Span 16.5 ft Readion 1 LL 2211 # Readion 2 LL 2334 #
Beam Wt per ft 14.94 # Readion 1 TL 4383 # Readion 2 TL 4431 #
Bm Wt Induded 247 # Maximum V 4431 #
Max Moment 20504'# Max V (Requced) 3956 #
TL Max Defl L / 240 TL Adual Defl L / 268
LL Max Deft L ! 360 LC Actual Daft L /553
Attributes Section (irr') Shear (ink TC Defl in LL Defl
Adual 123.00 61.50 0.74 0.35
Critical 89.15 21.50 0.83 0.55
Status OK OK OK OK
Ratio 72% 35% 90°k 64%
Fb (psi) Fv ( si E si x ml Fc ~ (sq
Values Base Values 2400 240 1.8 650
Base Ad'usted 2760 276 1.8 650
Adiuslments Cv Volume 1.000
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Slress N!A
I = 80 0 16.5
80 J = 100 8.0 16.5
50 K = 80 8.0 16.5
K
J
I
H
Uniform Load A
Ptloeds: B
Q
R1 = 4383 R2 =4431
SPAN = 16.5 FT
Uniform and partial unHorm loads are Ibs per lineal ft.
Vz
BeamCbek /2005 licensed to. Weller Consulting Engineers, P.C. Reg # 5234-65779
PLAN 1936 UPPER FLOOR FRAMING PLAN
B2
Date: 7b8/09
! Lion 63/4x 15 GLt3 24F-V4 OF/DF Lu = 0.0 Ft
Conditions ---
Min Bearing Area R1= 8.5 in' R2= 8.5 in' DL Defl 0.16 in Suggested Camber 0.24 in
Data Beam Span 21.0 ft Reaction 1 LL 4200 # Reaction 2 LL 4200 #
6aam Wt per ft 24.6 # Reaction 1 TL 5508 # Reaction 271 5508 #
Sm Wt Inducted 517 # Maximum V 5508 #
Max Moment 28919 YI Max V (Reduced) 4853 #
TL Max Defl L / 240 TL Actual Defl L ! 376
LL Max Deb L /360 LL Actual Defl L / 493
Attributes Sedan m' Shear (ink TL Defl (In) LL Defl
Actual 253.13 101.25 0.67 0.51
Critical 151.99 30.33 1.05 0.70
Status OK OK OK OK
Ratio 60% 30% 64% 73%
Fb (psi) Fv (ps) E (psi x mil)
Values Rasa Values 2400 240 1.8
Base Adjusted 2283 240 1.8
Adjustments Cv Volume 0.951
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/q
Cm Wet Usa 1.00 1.00 100
CI Stability
1.0000
Rb = 0.00 Le = _
0.00 Ft Kbe = 0.0
Loads
Uniform Load A
R7 = 5508 R-5508
SPAN = 21 FT
Uniform and partial uniform loads are Ibs per lineal R
v~
BeamChek v20051icensed to: Weller Consumng Engineers, P.C. Reg # 523465779
PLAN 1938 UPPER FLOOR FRAMING PLAN
B3 Date: 7!08!09
SAlcction ~ (2) 2x 10 HF #2 Lu = 0.0 Ft
Condifions NDS 2001
~@ Beam Span 2.5 ft Reaction 1 LL 650 # Reaction 2 LL 650 #
Beam Wt per R 6.74 # Reaction 1 TL 821 # Reaction 2 TL 1121 #
Bm Wt Included 17 # Maximum V 821 #
Max Moment 513'# Max V (Reduced) 315 #
TL Max Defl L 1240 TL Actual Defl L!>1000
Attributes Section in Shear in TL Defl in LL De
Actual 42.78 27.75 0.00 <0.0'
Critical 8.58 3.15 0.13 0.08
Status OK OK OK OK
Ralio 15% 11% 2°k 2%
Fb si Fv si E si x
Values Base Values 850 150 t.3
Base Ad'usted 935 150 1.3
Adjustments CF Size Factor 1.100
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Loads
CI Stability 1.0000 Rb = 0.00
Uniform Load A
R1 = 821 R2 = 821
SPAN = 2.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
BeamChek v20051icensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779
PLAN 1936 UPPER FLOOR FRAMING
BS Oate: 7109/09
Selec ' (2) 2x 70 HF #2 Lu = 0.0 Ft
ditions NDS 2001
Min Bearing Area R1=1.9 in' R2= 1.9 in' DL Defl 0.02 in
Data Beam Span 8.5 fl Reaction 1 LL 595 # Reaction 2 LL 595 #
Beam Wt per ft 6.74 # Reaction t TL 772 # Reaction 2 TL 772 #
Bm Wt Included 57 # Maximum V 772 #
Max Moment 1641 '# Max V (Reduced) 632 #
TL Max Defl L / 240 TL Actual Defl L / >1000
LL Max Defl L! 360 LL Actual DPfl I />7000
A -bates Section in° Shear m TL Oefl in LL Def
Actual 42.78 27.75 0.08 0.06
Critical 21.07 6.32 0.43 0.28
Status OK OK OK OK
Ratio 49% 23% 19% 23%
Values
Adiustments
Duration 1.00 1.00
epetitive 1.l)D
ihear Stress N/A
Loads Un'rform LL: 140 Uniform TL: 175 =
Uniform Load A
0
R1 = 772 R2 =772
SPAN = 8.5 FT
Uniform and panial unrform loads are Ibs per lineal ft.
~~ v
BeamChek v2005 licensed to: Weller Consu#ing Enginoers. P.C. Reg # 5234-65779
PLAN 1936 UPPER FLOOR FRAMING
B6 Date: 7!09!09
~
election (3) 2x 10 HF #2 Lu = 0.0 Ft
~
Conditlons NDS 2001
Min Bearing Area R7= 1.9 in' R2= 2.1 in' DL Defl 0.24 in
Data
Attributes
Actual
Critical
Status
Ratio
Vanes
Adlushrrents
Beam Span 14.0 R Reaction 1 LL 280 # Reaction 2 LL 280 #
Beam Wt per ft 10.11 # Reaction 1 TL 765 # Reaction 2 TL 848 #
Bm Wl InGutled 142 # Maximum V 848 #
Max Moment 4120 `# Max V (Reduced) 802 #
TL Max Oefl L / 240 TL Actual Defl L 1512
LL Max Defl L /360 LL Actual Defl L / >1000
Section in Shear in TL Defl m LL Defl
64.17 41.63 0.33 0.09
52.88 8.02 0.70 0.47
OK OK OK OK
82% 19% 47% 19%
Fb si Fv (psi) E ( si x mil Fc I si
Base Values 850 150 1.3 405
Base Ad'usted 935 150 1.3 405
CF Size Factor 1.100
Cd Duration 7.00 1.00
Cr RepeGtlve 1.00
Ch Shear SVess WA
Cm Wet Use 1.00 1.00 1.00 1.00 __
CI Stability 1.0000 Rb = 0.00 Le = 0.00 FI Kbe = 0.0
Loads Uniform LL: 40 Uniform TL: 50 = A _
Point TL _ Distanca -~
B = 772 7.75
Uniform Load A
Pl loads:
0
Rt = 765 R2 =848
SPAN = 14 FT
Uniform and partial uniform loads are Ibs per lineal R
v~
BeamChek v2005 Jicensed to: WefferConsufting Engineers, P.C. Reg # 5234-65779
PLAN 1936 t1PPER FL(?OF2 Ff2AA4fNG
87 Date: 7/09!09
lection 5-1/8x 9 GLB 24F-V4 DF/DF
--.. - - Lu = 0.0 Ft
Conditions
Min Bearing Area R1= 7.5 in ' R2= 7.5 in' DL Defl 0.11 in Suggested Camber 0.17 in
Data Beam Span 9.0 ft Reaction 1 LL 3060 # Reaction 2 LL 3060 #
Beam Wt per ft 11.21 # Reaction 1 TL 4865 # Reaction 2 TL 4865 #
em WI Included 101 # Maximum V 4865 #
Max Moment 10947'# Max V (Reduced) 4055 #
TL Max Defl L 1240 TL Actual Defl L /366
LL Max Oefl L / 360 LL Actual Defl L / 584
Att~bufats Section m Shear i TL Deb in LL Defl
Actual 69.19 46.13 0.30 0.18
Critical 54,74 25.34 0.45 0.30
Status OK OK OK OK
Ratio 79% 55% 66ry° 62%
Values Base values 2400 240
Base Ad"ustecl 2400 240
Adiusfinents Cv Volume 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
400 H =640 0 9.0
I = 80 0 9.0
H
Un'dorm Load A
R1 = 4865 R2 = 4865
SPAN = 9 FT
UnHorm and partial uniform loads are Ibs per lineal ft.
v~
BeamChek v2005licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779
PLAN 1936 UPPER FLOOR FRAMING
B7 Date: 7/09!09
S-1f9x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft
S
1~ Beam Span 9.0 fl Readion 1 LL 3060 # Readion 2 LL 3060 #
Beam Wt per ft 11.21 # Readion 1 TL 4865 # Readion 2 TL 4865 #
Bm Wt Induded 101 # Maximum V 4865 #
Max Moment 10947'# Max V (Reduced) 4055 #
TL Max Defl L 1240 TL Adual Dell L !368
LL Max Defl L /380 LL Adual Deb L / 584
fes Sedbn n Shear i TL Defl in LL Dell
Aduai 69.19 48.13 0.30 0.18
Critical 54.74 25.34 0.45 0.30
Status OK OK OK OK
Ratlo 79% 55% 88% 62%
Values Base Values 2400 240 1.8 850
Base Ad'usted 2400 240 1.8 650
AdCnra~erks a vaume 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00_ 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Uniform LL: 280 Uniform TL: 350 = A
Par Unif LL Par Unlf TL _ Start End
400 H = 840 0 9.0
I=80 0 90
(-
H
Uniform Load A
R1 = 4885 R2 =4865
SPAN = 9 FT
Uniform and partial uniform loads are Ibs per lineal R.
vLe
BeamChek v20051icensed lo: We1lerConsulting Engineers. P. C. Reg # 523465779
PLAN 1936 MAIN FLOOR FRAMING PLAN
TYPICAL JOIST _ Date: 7!06/09
Selection 2x 10 HF #2 ~ 16 In. oc Lu = OA Ft
Conditions Repetitive Use, NDS 2001
Min Bearing Area R1= 1.2 in' R2= 1.2 in' DL Defl 0.09 in
D~aa
A nbufes
Actual
Critical
Status
Ratio
Values
~uslments
Beam Span 14.0 ft Reaction 1 LL 373 # Reaction 2 LL 373 #
Beam Wt per ft 0 # Reaction 1 TL 467 # Reaction 2 TL 467 #
Bm Wt Indutled 0 # Maximum V 467 #
Max Moment 1633'# Max V (Reduced) 415 #
TL Max Defl L 1240 TL Actual Defl L / 376
LL Max Deb L /360 LL Actual Defl L / 469
Section in' Shear ino) TL Defl (in) LL Defl
21.39 13.88 0.45 0.36
18.23 4.15 0.70 0.47
OK OK OK OK
85% 30% 64% 77% __
Fb sp Fv (psi) E (psi x mil) Fc I sf)
Base Values 850 150 1.3 405
BaseAd'usted 7075 _150 1.3 405 _
CF S¢e Factor 1.100
Cd Duratioh 1.00 1.00
Cr Repetitive 1.15
Ch Shear Stress N/A
Cm Wei Use 1.00 1.00 1.00 1.00
CI Stability 10000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Loa Uniform LL: 53 Un'dorm TL: 67 = A
Unifomt Load A
Rt = 467 R2 = 467
SPAN = 14 FT
Uniform and partial uniform loads are Ibs per lineal ft.
- v~
BearnGre# v2005 6oensed to: Weiler Consul6rg Engineers, P.C. Reg # 5234-65779
PLAN 1936 MAIN FLOOR FRAMING PLAN
TYPICAL BEAM Date: 7!06109
S~gle ~~Q 4x 10 OF1 k2 Lu = 0.0 Ft
C~ dir [(t'Qn,~ NDS 2001
Min Bearing Area R1= 32 rctr R2= 3.2 in' DL Deft 0.01 in
l~ Beam Span 8.0 R Reaction 1 LL 1560 # Reaction 2 LL 1580 #
Beam Wt per R 7.87 # Reaction 1 TL 1974 k Reactor 2 TL 1974 #
em Wt Included 47 # Maximum V 1974 #
Max Moment 2960'# Max V (Reduced) 1466 k
TL Max Defl L / 240 TL Actual DeR L / > 1000
# Section in Shear m TL Defl (xi) LL Del
Actual 49.91 32.38 0.05 0.04
Cdtlcal 32.89 12.22 0.30 0.20
Status OK OK OK OK
Ratio 66% 38% 17% 911°6,
Fb Fv S i) E si x mN Fc I sr
~~ Base Values 900 180 1.8 625
Base 1080 780 1.8 825
AcYY,4Q4Bnfs CF Size Factor 1.200
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch ShearSVess N/A
Cm Wet Uso 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 fl Kbe = 0.0
Loads U niform LL: S20 Uniform TL: 650 = A
Uniform Load A
R1 = 1974 R2 = 1974
SPAN ~ 8 FT
Unifarn and partial uniform bads are Ibs per lineal R.