HomeMy WebLinkAbout1615 McDonald St Technical - BuildingTECHNICAL
Permit 10- 207
Address S±
Project description 51 Sf eizL4-ve,4,
J
Date the permit was finaled `5 0
Number of technical pages 15
BERKEY
I; Op-S.0110On:
Building Width 24 ft
Building Length 24 ft
PQIui.!th.ng.D.e.ign..to or.
KARLSCHACH
criteria.
206-1j3C-
2040 garivar
2005 ND$
ACSE :7 -05
.25 .psf Snow Load.
1-04- fflpitt Wind; EXp: 0
SeiarntaZbrie D't
Concrete
$04
Sv 1500 psf Vertical 8oi1 Pressure:
10Q 'psf/ft, :Lateral SOit Pressure
600 N. COLUMBIA CENTER BLVD.
SUITE 208
RICHLAND, WA 99352
PHONE. (509)-736-7552
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Pave 9 ft
h ave Fit
JOB Lq 3/
SHEET OF
CALC BY6W DATE Eb
CHECK BY DATE
in t
Snow Loads
P9 25ipsf
10. TA13/4 7-4, ASCF.7.7p5
Ce 0 9 TABL:g7"2; aSC
1.2.
Roof PRO 4 If 2
:Exp :C
Pf 7)(1)(C.XCt)
18 9 •psf
SLOPE FACTOR
7:44314. 7 g, ASCg.7,0.5
:0 94 FlptiliE ASE 1-06
Ps i(PiT(CO
17 73 ipsf
Pmin 25 psf
Oontrol$
2600 N. COLUMBIA CENTER BLVD.
SUITE 208
RICHLAND, WA 99352
PHONE. (509)-736-7552
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B =i 1843 degrees
0 322 radian
0316 sir) e
0 949 .cose.
.0 goo cce
JOB
SHEET A OF
CALC BY DATE
CHECK BY DATE
Win0.-LoadS.
'Bait•Windrpeed 100
ExposOre
1.200
A t- 121
.a. 310.0.
2E0'4
Horizontal Pressures
:A
26.62
B 7.
C 67
3.872
Vertical Pressures
E .4 11
F#10 09
i•09
;H=12.22
Overhangs.
32.31
GCH .7 26:29
•Lateral •Control Wind
24 ft;
Overhang =:x 1 5 ft
Overhang #y 1v5 ft
Spat) pitth
Ht= '9 ft
.6rocif (L+)((/2)) 198 sf
hf raat ni(s/2) 4 90 ft
Wind Forces
VA (26 62)(Ht)(2a) 14371bs:
V8. :(7.018)(m(s/2)(2atx) 10s
Vc (17 6e6)(Hty(EL 2a) •266216S:
(3.872)tri(e/2)(4+x-pa):= 392 Ibs
IVwIND 4812Ibs
2600 N. COLUMBIA CENTER BLVD.
SUITE 208
RICHLAND, WA 99352
PHONE. (509)-736-7552
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4112
Aeii (Ht-0.5)(.1-)
294
JOB
SHEET OF
CALC BY DATE
CHECK BY DATE
•Seismic
Pl-roOf 5 psf
Di-
.5 ..sf
Area of Roof
:(§-1,2D(L+2x):= 729 sf
Area of Walls:
201 4. ((S)(F10+011(s 960 sf
VVt =A 36451bs:
Wtwalls A\fil( 1 Jt-wa0s) 4800
R 6
F 1.2
Ibs.
Wt =Y\Arbot+Wtafialls.- 0445:114
Sa =:(2/3)Si 4 0,060
Sms (S 0i849
Vseismic t. 2SiDOVOIR 946 1 15§
0 95 Kip 4 61 Kip.
WindControIs
Lateral Model
pay 1 :2
Width 12 ft 12 ft:
2600 N. COLUMBIA CENTER BLVD.
SUITE 208
RICHLAND, WA 99352
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JOB
SHEET OF
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CHECK BY DATE
2 Bays Diaphragm Stiffness Assembly 9
29:ga Ribbed Steel: OverlapPutlinS stitch
Shear Stitthes4 c 470.0 .1be/in
1:
Shea 4700115S1in
1.10
Allowable Shame Va 160
s 1200ft b 1$ 50 ft
2C.tos.? 0. 10032 lbstirt
Stiffhess Properttes FOttleLowls
Frarile Kp 41411Ibstin. Frame R, lbs
Irate Kp 806•11:Ysii0 Frariie 2. R., 9Q1
Frame K 10447 113$/in: Frame 41 lbs
2600 N. COLUMBIA CENTER BLVD.
SUITE 208
RICHLAND, WA 99352
PHONE. (509)-736-7552
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JOB
SHEET 5 OF
CALC BY DATE
CHECK BY DATE
Fi'aitne Stiffness
Frame 2 cantilevered Pot Frame 3 29:ga. Steel (11)
•Post izO •6x 6- N 2 C 370111bs/in 0 3700 lbOrt.
E 1100 ksi I 108 in V, 4 110 glf W= 24:ft
Ilp 96iin Ht= 9 ft
K =N(3EtiF10 806•1b$/in K (0w)ZHt 10447 ltWiti
Frame 1 29 ga. •Steel! w/ Stitch
C 4400:11)s/in G 4400 14/in
Va 160 filf w= •8:ft
Ht= 9ft
K (0w)/Ht 4141 Ibs/in
DAF Input
Bay 1 10032
Bay 2l 10032
Number of Bays
Roof .$tiffoees
2600 N. COLUMBIA CENTER BLVD.
SUITE 208
RICHLAND, WA 99352
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Frame 1 Stiffness 1 Loads II
4 4141 !IDS/ins 760 lOs
2 806: 115Stin 901 lbs
3 104711os/id 461 Os
JOB
SHEET (9 OF
CALC BY DATE
CHECK BY DATE
FRAME FRAME
NUMBER STIFFNESS
1 4141 00
2 806 00
3 10447 00
DIAPHRAGM DIAPHRAGM
NUMBER STIFFNESS
1 10032 00
2 10032 00
APPLIED
LOAD
750 0
901 0
451 0
11281 DAF
HORIZONTAL LOAD RESISTED
DISPLACEMENT BY FRAME
1850378
1866567
1134597
SHEAR SHEAR
DISPLACEMENT LOAD
0016190 16 2
0731971 734 3
Page 1
766 2
150 4
1185 3
FRACTION OF
APPLIED LOAD
1 0217
1670
2 6282
7
BERKEY
Diaphragm Shear
v p :=(c/Qh)(Yh)[(cos e,)
—.3a7 lbs
734 albs
I bhilooS 14.21.2
t 13 272 of
2600 N. COLUMBIA CENTER BLVD.
SUITE 208
RICHLAND, WA 99352
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1.
h.
Diaphragm Chords
a 1 S in
JOB
SHEET
CALC BY
CHECK BY
Md (V
Force
ZPe
Use only the.outer_8..pvrlins.
EFle MAR
.(V)114().(IP.e.)/3 .86..111S.
(fOrox tApOrlin '11 10 Psi
4406 ft-11)S
P;
Ridae
P
P2 0.0-
P 1
POiiin: 'Spacing z 24 0:in W= 24 ft
n, W- 2(z/12) 20 00 ft
220.1l)s
OF
DATE
DATE
b 4 55 in Nudin a
Post. Design
:Out of PlarteforceS
Fi 96;in
.2.12 plf
ctuai WV 278.
1696 ff-lbs
Post Size 6* 6
lico kei 108 iq
S Pb 575 psi
CO 1.6 -t- 920 psi
Mmax
2760 ft:Ibs
2760 ft7.11)s.? 1.696.1t710s.
2600 N. COLUMBIA CENTER BLVD.
SUITE 208
RICHLAND, WA 99352
PHONE. (509)-736-7552
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s= 1. 00 ft
JOB
SHEET OF
CALC BY DATE
CHECK BY DATE
E04-toi-End Shearwas
Lateral wind force Reaction for
fixed-pinned :poSts on gable ands ZR
3/8(Vw(E)).
AEE•=- 264
A sf
FEE 1771
Distribute Force to 2 Walls
'TOW length of controlling shear alemeht:
LEE 21 ft Trito 12 ft
Span 24 ft:
VEE (Trib/s)FEE 886 lbs
utE VEE/LEE...'!..
Shearwall Type ,..29 ga w/o stitch screws
AllOwable Shear 1.10
42 plf 4110 pit'
SH WALL CHOICES
plf
29:ga Wto stitch :screwS 110 plf
29:ga with stitch: screws 160 pif
7/16' osp with staples 395 pit
OK
2600 N. COLUMBIA CENTER BLVD.
SUITE 208
RICHLAND, WA 99352
PHONE. (509)-736-7552
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JOB
SHEET
CALC BY
CHECK BY
0
OF
DATE
DATE
Constrained. .POst:ErtthOdded in. Earth.
Ba$e Soil:Lateral' Bearing 4: S= 100 pct
Embedded Element Width 4 b 2.00: ft
Requiredtpacihg
PFIDMS.3 Iii
6b=: 12.0 ft
.LISE..IN.CBEAS.E. w.!,7.212.1alf
266-pbf
1696 ft-lbs
.Adtual. d. .(4MJS.b).
Actuald 4 234 ft
Used 3:25ft
Uplift
Trib 12100"Ift
Trib 13150 ft
Area A 162s
Uplift Pressure =:G 4 1Q.1 psf
Uplift Fu 26C .10s
Soil cone
216.1-ki0- 6.13
kip. .OK
2600 N. COLUMBIA CENTER BLVD.
SUITE 208
RICHLAND, WA 99352
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JOB
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Flame .1 Sheerwall
Tcital lehgth f controlling shear elehieht:
8 ft
V 766.2
v-= Vit. 95 8 plf
Shearwall Type 29 g
dL 2.75 ft P -4 35° 061 rad 958pIf< ipo plf ofc.
4-cio.ft Ary*
udd 4-d: dTA Frame .3
58 cf
1-10--pOf
HD VlYsou :13 kip
Total
Allowable Shear 160' plf
a. Withfstitch..sorews.
lehgthof-controlljng- shear element:
24 ft
V 1185
49 plf
Shearwall Type 29 go w/o stitch screws
Allowable Shear 1.1.0 Of'
49 lf4 1100 plf
O.K.
JOIST RAFTER CALCULATOR PURLINS
BEAM PARAMETERS
Horiz. Span.
Slope (V H)
True Span
Beam Type.
S4S lumber?
No. of Pieces:
Spacing:
Width.
Depth:
LOADS
Uniform Dead:
Uniform Live.
Point #1
ADJUSTMENT FACTORS
Cd 1 15
Cf 1 30
Cr 1 15
12 ft
0 12
11.25 ft
#2 DF -L
YES
1
24 in
2 in
6 in.
BASE DESIGN VALUES
Allow Live Load 8. U180
Allow Total Load 8. U120
Fb 900 psi
Fv 180 psi
FCperp 625 psi
E 1 600 000 psi
Types
#2 DF -L
#2 HF
LVL
PARALLAM
VERT LOAD PERP LOAD
3 psf 3 psf
25 psf 25 psf
0 lbs 0 ft
SPECIFICATION
F'b 1547 psi
I 18 in
2 x 6 #2 DF -L 24 in. o/c
STRESS CALCULATIONS
Moment midspan
Moment Point #1
User Calc'd Moment
Shear 0' end
Shear 11 25' end
User Calc'd Shear
LL 8 allow
TL 8 allow
Live Load 8
Total Load 8
886 ft -lbs
0 ft-lbs
0 ft -lbs
301 lbs
301 lbs
0 lbs
Reaction 0' end 315 lbs
Reaction 11 25' end 315 lbs
[2
fb 1543 TEN. BENDING OK
fv 57 SHEAR OK
0 75 in
1 13 in
0.62 LIVE DEFLECTION OK
0.70 TOTAL DEFLECTION OK
Requires 1 50 in. bearing surface
POST FOOTING DESIGN
MATERIAL PARAMETERS:
Base Allow Soil Press.=
Adjust. Allow Soil Press.
Concrete Strength: f
Post Width
Post Depth
FOOTING PARAMETERS.
Diameter b
Thickness t
Column Width h
Depth to Base
Column Depth h
AXIAL LOADS
Dead Load DL
Live Load LL
1500 psf
2475
2500 psi
6 in
6 in
2.0 ft
6 in
6 in
39 in
6 in
720 lbs
3600 lbs
CONSTRUCTION SPECIFICATIONS
2500 psi CONCRETE
CALCULATIONS.
P
2 ft. dia. x 6 in. CONCRETE FOOTING
2 ft. dia. x 39 in. DEEP HOLE (BELL OUT AS REQ'D)
/3
Actual Soil Pressure q (DL +LL) /(Trb /4)
1376 psf OK
Punching Shear (Vu 2) q[(Tr(b /2) ((h +h
4127 lbs
Allow. Shear(4Vc) (85)(4)SQRT(F +h 2 )(h 2 /2
24480 lbs OK
Actual Conc. Bearing (1 4DL +1 7LL) /(h1 •h2)
198 psi
Allow. Conc. Bearing (0.85)(0 7fc'SQRT2)
2975 psi OK
BEAM COLUMN
AXIAL LOADS STRESSES BENDING LOADS STRESSES
P1= 4320 LBS
P2= 0 LBS
P3= 3240 LBS
D +S fc= 12000 psi
D W fc= 0 00 psi
D +0 75(S +W), fc= 90 00 psi
TRUSS MEMBER PARAMETERS.
Length. 7 67 ft
Ke. 0 8
Effect. Length 6.1
SPECS.
CALCULATIONS
GRADE. #2 HF Le /d 12.3
Width. 6 in. Fc* 920
Depth. 6 in. F cE 2191
d 6in. KcE 0.30
Fc 575 psi c' 0.8
Fb 575 psi CP 0 893
E 1100000 psi Fn 920
ADJUSTMENT FACTORS.
wind CD 1 60
CF 1 00
Load Case (16 -9)
Load Case (16 -11)
Load Case (16 -10)
snow CD 1 15
INTERACTION EQUATION
LOAD CASES: [f F' [fb+ (F -f F 1.0 STATUS
CASES (16 -7 &12) By Inspection OK
CASE (16 -9) D +S 0 041 0 000 0 041 OK
CASE (16 -11) D +W 0 000 0 614 0 614 OK
CASE (16 -10) D +0 75(5 +W) 0 012 0 481 0 493 OK
SPECIFICATION
USE 6 in x 6 i #2 HF
Max Moment(M1)= 0 lb-ft
Max Moment(M2)= 1696 lb-ft
Max Moment(M3)= 1272 lb-ft
D S fb= 0 00 psi
D W fb= 565 31 psi
D +0 75(S +W) fb= 423 98 psi
S= 36 0 in "3
I= 1080in "4
A= 36 0 inA2
Pi 141