HomeMy WebLinkAboutBLD Engineering / Geo-tech Reports - 9/2/1998 'T`RUCTURAL CALCULATIONS - USING 1997 UBC
7110 PACIFIC HWY. E.
MILTON, WA
for
MS. LINDA PLEIN
CONTRACTOR: DO NOT USE THESE CALCULATIONS FOR CONSTRUCTION. SEE
STRUCTURAL DOCUMENTS FOR ENGINEERING ReQUIREMENTS.
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Project No. 98265
ANDREWS ENGINEERING - Structural Engineering
4924 109TH St. S.W. Suite A
Lakewood, WA 98499 (253) 584-3475
ANDREWS ENGINEERING Job No. 98265
.0roject: 7110 PACIFIC HWY E. MILTON, WA 9/1/98
By;Sandra Conklin 1 OF 11
I. SCOPE OF WORK
Perform lateral and gravity analysis on garage structure. Prepare Structural Documents containing
engineering requirements.
II. DESIGN CODES/LOADS
Current building code as amended and adopted by Local Jurisdiction.
LOADS
ROOF:
RFG 3.0 PSF
PLY 1.5
FRAMING 3.0
INSUL. 1.5
CEILING 2.5
MISC. 1.0
ROOF DL 15
.ROOF SL 25
ROOF TL 40 PSF
III. WIND DESIGN PRESSURES "P"
Exposure C, Wind Speed 80 mph
Ce15 = 1.06 0 to 15 feet
Cc20 = 1.13 15 to 20 feet qs = 16.4 lb
ft2
Ce25 := 1.19 20 to 25 feet I - 1.0
Ce30 = 1.23 25 to 30 feet Cq 1.3
Wind Pressure (psf) Height Above Ground
P1 =gs•hCq Cel5
PI =22.6•lb•ft-2 0'to 15'
112 qs-I Cq Ce20
P2 =24.09•lb-£t 2 15'to 20'
P3 =qs I Cq-Ce25 P4 =qs-I.Cq Ce30
P3 =25.37•lb•ft 2 20'to 25' P4 =26.22•lb•ft 2 25'to 30'
IV. SEISMIC DESIGN
Zone 3 Light framed wood structure
Wind Controls By Inspection
ANDREWS ENGINEERING Job No. 98265
Project: 7110 PACIFIC HWY E. MILTON, WA 9/1/98
By: Sandra Conklin 2 OF 11
V. WIND LOADS PER FOOT LENGTH OF STRUCTURE
wl =P1.8-ft
wl = 180.79•lb•ft-t
w2 =P1.l0ft
w2 =225.99•lb•ft t
VI. SHEAR ON SHEAR WALLS
LI =2441 L2 =40•11
Wall A: Wall B:
La =3.5 ft Lb -24 1t
wl L1 .5 v,b = w2 L2 .5
va =— Lb
La
va=619.86•lb-ft—t vb = 188.33•lb•ft t
VII. OVERTURNING MOMENT ON WALLS
1IW = 12 ft
1 st floor walls
Shear Length Overturning Moment
Wall
A La l 3.5 ft OTMa l va La 1 I1W OTMa l =26034.28.16•ft
B Lbl =24ft O'IMbI vb Lbl-1IW OTMbI =54238.lb•ft
Vill. SHEAR WALL DEAD LOAD RESISTING MOMENT
15 psf for di used to take account of loads from adjacent walls.
Shear Dead Load on Wall Dead Load Resisting Moment
Wall Roof Wall
Al DLRFaI 7 14 ft.15—lb Lal DLWLal =HW 10- lb—.Lal DLaI DLWLaI + DLRFaI
ftZ frz
DLRFal =735•lb DI WLal =420•lb DLal = 1155•lb
DLRMa l =DLa 1-La 1-.5
DLRMal =2021.25•lb•ft
ANDREWS ENGINEERING Job No. 98265
Project: 7110 PACIFIC HWY E. MILTON, WA 9/1/98
By: Sandra Conklin 3 OF 11
61 DLRFbl :=2•ft•15-lb•Lb1 DLWLbI :=HW•2-10-1b•Lb1 DLbI :=DLWLbI +DLRFbI
ft2 ft2
DLRFb 1 =720•lb DLWLb 1 =5760•lb DLb 1 =6480•lb
DLRMb 1 :=DLb 1•Lb 1•.5
DLRMb 1 =77760•lb•ft
IX. HOLDOWN FORCES WALLS
Al _ 07'Ma1 - DLRMaI IIDFaI =6860.87•lb
Lal
B 1 HDFb 1 :=OTMb 1 - DLRMb 1 HDFb I =-980.08•lb
Lbl
Xl. SHEAR WALL SUMMARY
Al va=619.86•lb•ft 1 11DFall =6860.87.1b 8d@4" B.S., 1-0, HDBA OR PHD8 S11 OR S14
1
B1 vb= 188.33.lb•ft I HDFbl =-980.08•lb
w2•L22
8 =1883.27•lb max chord force.
Ll min nail of splices per code o.k.
ANDREWS ENGINEERING Job No. 98265
Project: 7110 PACIFIC HWY E. MILTON, WA 9/1/98
By:Sandra Conklin 4 OF 11
SHEAR WALL SCHEDULE
(SEE ATTACHED REDUCED FLOOR PLANS FOR SHEAR WALL LOCATIONS)
Shear Sheathing Panel Edge Holdown Sole Plate Nailing Applicable Detail(s)
Wall (See Ftnt 1) Nailing (See Ftnt. 3) Anchor Bolt Spacing
(See Ftnt. 2)
1 1/2" PLWD OR 8D@4" HD8A OR PH8
OSB BOTH SIDES A.B. @ 1'-0" O.C. S11 OR S14
FOOTNOTES TO SHEAR WALL SCHEDULE:
(1). EXTERIOR SHEATHING ON EXTERIOR WALLS NOT INDICATED ABOVE SHALL BE 15/32"
CDX PLWD, OR 7/16" OSB, APA RATED SIDING. EXTERIOR WALLS NOT ON SCHEDULE
SHALL HAVE MINIMUM PANEL EDGE NAILING OF 6d @ 6" O.C. NAILING AND STAPLING 12"
IN FIELD EXCEPT 6" O.C. FOR 24" STUD SPACING.
(2). MINIMUM 2 ANCHOR BOLT PER WALL. 12"MIN FROM ENDS. PROVIDE 2" X 2"X 3/16"
SQUARE WASHERS ON ALL ANCHOR BOLTS.
(3). ALL HARDWARE SHALL BE SIMPSON BRAND OR EQUAL.
ANDREWS ENGINEERING Job No . 98265
Project : 7110 PACIFIC HWY E. MILTON, WA 9/1/98
'By: Sandra Conklin 5 OF 11
STRUCTURALNOTES:
1. PROVIDE 2X6 BLOCKING BETWEEEN ALTERNATE TRUSSES AT RIDGE. CONNECT SLAT
EITHER SIDE OF RIDGE TO BLKG WITH 8d@6".
2. PROVIDE ROOF SHEATHING OR 1X6 SLATS 3" BETWEEN SLATS ON ROOF FRAMING.
CONNECT SLATES TO TRUSSES WITH (2) 8d NAILS. NAIL SHTG MIN PER CODE.
3. INSTALL HURRICANE CLIPS AT EVERY TRUSS SUPPORT.
4. CONNECT ENDS OF HEADERS TOGETHER WITH SIMPSONLSTA36 STRAP. CONNECT
SHEAR WALL SHTG TO HEADER WITH 8d@3"O.C. EDGES AND IN FIELD.
5. CONNECT BOT CHORD OF GABLE END TRUSSES TO TOP PLATES WITH 8d@4" O.0 TOE
NAILS.
6. MINIMUM GRADE OF WOOD ASSUMED FOR BEAMS, (VISUALLY GRADED PER WCLIB,
WWPA): DOUG FIR NO. 2 OR BETTER, JOISTS AND RAFTERS HEM FIR NO. 2 OR BETTER
UNLESS NOTED OTHERWISE ON REDUCED FRAMING PLANS.
ANDREWS ENGINEERING 2/2/97
OF
XII. GRAVITY ANALYSIS: Prefabricated roof trusses are not included. Trusses to be designed
and stamped by a engineer licensed in the state where structure is to be located. See the
attached reduced framing plans for the locations of the numbered beams on the following sheets.
The beam Type, (A thru H) given below beam number referes to the type of loading on the beam.
See this sheet and following sheet for the free body diagram of each loading type and applicable
formulas.
TYPE A
1.5-1 'U1d Span - U1dl
Uld Mmax :=U1d-Span2 f�max I 2 J JJ
8 A
\
Span
TYPE B
SPAN/2 P
Mmax P Span fivmax 1.5-P-.5
4 A
Span
TYPE C
P Uld-Span Span 1.5 Uld-S an� - Uld+ P
SPAN/2 Mmax +P fNmax J
Uld 8 4 A
Span
TYPE D
P�a b
a P b Mmax := Span if a<b f�max = 1.5-P b 1
Span A
if a>b Amax .= 1.5 P a
Span A
Span
TYPE E Uld-a-�b+a
Ra:= 2
MCI Span
S Ra Amax 2
Mmax = . 1.5-(Ra- Uld)
Q b =
Uld A
Ra SPnn
ANDREWS ENGINEERING 1/21/97
OF
TYPE F
P
Uld•a• b+ a— +P•b
Uld Ra = 2
Span
a b
if Ra/Uld <a
Ra Span Z 1.5•(Ra- Uld)
.5•Ra f�max _
Mmax Uld A
if Ra/Uld =a
Mmax :=(P- Ra)•b Rmax _
1.5•(Ra- Uld)
A
or
fvmax = 1.5•(P- Ra)
A
TYPE G
Pl P2
Ra - 11V(Span- a)+P2•(Span- a- b)
Span
a b
if Ra </= PI
Ra Span Rb Mmax :=Ra•a fmax = 1.5-Ra or Amax 1.5•Rb
A A
ifRa > P1
Mmax :=Rb•(Span- a- b)
TYPE H Amax .= 1.5•P
P P Nimax :=P•a A
a a
Span
ANDREWS ENGINEERING Job No . 98265
Project: 7110 PACIFIC HWY E. MILTON, WA 9/1/98
By: Sandra Conklin 8 OF 11
1
TYPE A Fb 2200.1.15 Fb =2530 A :=5.125.9 A=46.13
CHECK 5-1/8 X 9 GLULAM Fv:= 165.1.15 Fv = 189.75 S :=5.125.92 S=69.19
6
Span :=10 Tw :=12 Uld :=40•Tw Uld =480
Mma.x :=Uld'Span Mmax=6000 fb :=Mmax.12 fb = 1040.65 O.K.
8 S
1.5-Uld. Span- .751
fv := 2 / fv =66.34 O.K.
A
CHECK CONTINUOUS FOOTINGS
Uld - 14.1-40+80
LJId =640 640 plf o.k. for max soil pressure o.k. for 12"wide footing.
2
LONG STUDS AT Suptg trusses
Doug Fir or Hem Fir Stud Grade
2X6 @ 16"O.C.
Table 23-1-A-1
Fb :=675.1.67 Fb=1127.25 A:=1.5.5.5 A=8.25 H :=12
Fc :=800.1.67 Fc=1336 S 1.5.5.52 S=7.56
Design Wind pressure on stud 6
(is - 16.4 I 1.0 Ce15 1.06 Cq :=1.2 P4 :=gsI-Cq Cel5 P4 =20.86 psf
wall elements
P4• 16 Hz
Mrnax = 12 Mmax =500.66 fb :=Mmax.12 fb =794.43
8 S
Pr (27.5).2.14 Pr =770 dl+1/2 snow+wind load combination
fc :=Pr fc =93.33 psi
A FcE := •3.1400000 FcE=612.7
H•12 rl
1 + FcE [( 5.5
C := Fc C =0.91 FcE 'S
2•.8 —
fc 2 fb FC1 :=Fc• C- C2_ Fc Fcl =539.59
+ =0.86 •8
Fcl 1_ fc
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(A2339-ROM-001 - 24T) THIS DWG PREPARED IRON COMPUTER INPUT (LOADS A DIHENS(0115) SUBM(TTEO BY TRUSS MFR.
TOP CHORD 2x4 DF-L 416Bet. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD.
o BOT CHORD 2X4 DF-L #18Bet,
WEBS 2x4 HF Stud DEFLECTION MEETS L/240.00 LIVE AND L/180.DO TOTAL LOAD.
N
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10 PSF SC LIVE LOAD PER UBC.
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N 8-3-4 T 7-5-B 'T` 8-3-4
L_ 12 0 0 12-0-0 I
i 24-0-0 Over 2 Supports
R-1144 W-5.5" R-1144 h'-5.5'
P!T TYP. Wave TPI-95 Design Criteria: TPI STD WA 1 - F Scale -.25" Ft.
TRUSSLTIRA CCTRG.OARG It TO NIB OL (IAVOL IIII I SMALL(AE IN C2 AMU RRIACI1a)29, XAY OCaLISNCa IY TPJ JNf T k U SS II ATC TC LL 25.0 PSF REF RA40--19221
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SIRYC TUTAI PA YEL3, Na TTOI CKIRD SNACL NAYS A PRO?[RtY ATfACHEI RIG]/ Ci TLIIIti
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p0 IAOLIE JIC, IMAlI Of OC 0.CSPOM3[I lC FOR ANY 0[Il ATt O.Y FR ON IN 1S DL SIM; AYT FAICUIE 10 �Q
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N CO YMCC TOE] ARC MADE a IOGA ASTM Ad►7 GSIO IAU- STEEL. EXCEPT AS MO T,D, APPLY COMMECTOIS TO
\ IACM FALL aF TkISS, AAO UAIESS'OTHIIY(SC LOCATED ON TH(3 D[311N. Palf,ION CONNECTORS PEA
x0 OIAYIMOS 16I A I. TV SEAL Of THIS ORAN(YI [AJICATCS ACCEIIANC! OF JAOF[SSlaYAL (WRITHING F A C. 1 .15 FROM K J S
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AN31ITYT 1-1991 SECTION 1.
(A2739-ROM-001 - 24T) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIH►NSIONS) SUBMITTED BY TRUSS MFR. '
TOP CHORD 2x4 DF-L #1&Bet. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD.
o OOT CHORD 2x4 DF-L #198et,
o WEBS 2x4 HF Stud
4 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TDTAL LOAD.
0
0
10 PSF 8C LIVE LOAD PER UBC,
x
w
a
z
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z W4X4 =
x
w W I S X 4 A#
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W3X5(A1) = 0 X5= W5X5
W3X5(A1)
L,2 0 0-3,)
LE2.0-owl
UID 6-4-I4 5-7-2 5-7-2 6-4-14
7-5-8
co -4 12-0-0 I 12 0 0 8-3-4
o f� 24-0-0 Over 2 Supports
R-1144 W-5.5• R-1144 W-5.5'
.V
I` PlT W. Wave TPI-95
Design Criteria: TPI STD 1 WA 1 - F Scale —.25" Ft.
•NARN(NO•- TRUSSES REWIRE "'REM( CARE IY FAIL11CATION, NAYOL I YB. SNTPIINO, 1MSTALLINO AND u.
ARACTNG, RI:CR 10 NIB-OL (RAVOL(YG IVSTALLIAC AND BRACING)- 9YaLLSNCO RY T►1 (TRUSS PLATE 04 NOT TC LL 25.0 PSF REF RA40- -19221
•I [N ST1T0 fE, SRC D'ONCF0.10 01., SO(IF
200. MAD ISOW. Vl 5)I12). FOR SArCTY PRACT(CIS IAIGR TO
-,H PCP.FORN(YN TdISC FUNCTIONS. ONLIIS OTHERVISI ING11A1r0, roP cXDRG SHALL HAVE PROPERLY ATTACHED A' TC DL 7.0 PSF DATE 08/25/98
S IRNCTURAI PAYELS, BOTEON Ci.9Pf) SHALL HAVE A PRO►(RCY ATTACHED RIGID CEILING_
••1HPD.2fA.W1•• F4AN(SN A COPY
a TNIS OISiGN TO THE 1XSfALLA11oN CONTRACTOR_ ALPINE CNCINEIRE 9C DL l0.C PSF DRW NAUSRA40 980825021
20 . IAODUCTS, ]NC, SNAIL N01 BE RESPONSIBLE FOR ANY OEIIAT1W FROM THIS Di SIGN; AVY FAICVAE 10 �Q
00 BU1L0 1NE TtUT5I3 IN[ORFOLRAYCC VIfX TP(,- OR FABRICATING, HAJMiIIfh:. SNIIPIAG. (YSTAII[.1G AAO 27_ ]50 gC L�. D.0 PSF WA-ENG /OT
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7V [CL•NCCfOE3 ARE MADC fF ZOC;A WIT A657 G140 BALL- 5TELL. EXCEPT AS HGrt0, APPLY CONHECTOAS TO j�NAL G TOT.LD. 42.0 PSF SEQN - 44665
\ EACH FACE OF TkOSS, AIO "Al EST 0THIRY(SC LOCATED 08 TH(S OESIBN. POS(110N CONNECTORS P(i
ID DRAVINOS 190 A•Z. TYr SEAL 04 TN(S OR HELD LWICATCT ACCE)IANCE OF IAOFESSIOVAL (WO(NCERINC 0 U R.F A C, 1 Z 5 FROM K J S
AJpliwBngEmearadProdDIGEY,Ina, iCSAONSr9JLLTV SOLELY FOi T!C TRUSS CONPOHEIT DESIBR SHONV- THE SDLrABILITP AND-IS[ Of TNIS 6-16=99-
TYcamti 1YA 99424 CON ET
P')MEN1 FOR ANY PAICULAR RUILOINO fi THE LCS%ONSI8IL(1V IF THE 3OTLDINO DESIGNER. PEA wpmANSIITPI 1-122! SECTION 2, SPACING 24,0"