BLD-05-0155
~
Building p.,ddress
CI1''{ Of '{El-tA _ BUII-OING OEP AR1'tAEN1'
RESIOEN1'IAI- CER1'lfICA 1'E Of ocCUP ANC'{
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owner Name
owner p.,ddress
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:\()749 s~
~
plan Number
~
Building permit Number
~
RemarKS
----
(\II Code ReQuired
~
p.,reas Inspected
None
special conditions
Date
Buildi09 Official G. Carison
. . 10leroatioOal Resideotiai Code \Chapter
lhis structure is io compilaoce :t ~he I 0 state Buildi09 Code couocii pu<suaot
5'\-5'\ Wp.,C) as adopted b'l \h; das"'oloi2oRCIN effective Jui~ \.2004
to Chapters '\9.21 an ' ,
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FROM YELM SEWER DEPT
FAX NO. 360-458-8166
I
Oct. 19 2005 11 13AM ~t
: :j:~ ';
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FAX TRANSMISSION
CITY OF YELM
P.O. BOX 479 - 931 NP ROAD NE
YELM, W A 98597
360-458-8411
FAX 360-458-8166
~~
TO:&- '[i.. E Ie HEAJ
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DATE: I D~ I q- D")
FAX#:
PAGES: I , including this
Cover sheet
From: 12A-)J1)Y
Subject: Ho u...~ E F. )I\J.P) L /-n ~ t'6G1Ll..l,Ajt E:)'I ~
COMMENTS: LO (' 4/ 1 ~ "$ 81: lJAN CI L (2 D
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CITY OF YELM INSPECTION LOG
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PER.~1IT NUMBER (5 r-- ()/ ..s-j-
ADDRESS J~3~!> VAJJc..1- CI, SE'
SET BACkS Date /' ~ tJ}/t/ FOOTING WALL
Front ~ ~ 12" ~ 6"
\ M\\.JJ)'QJ\~ ~~::Flaol.mg 'P~ glo~;e( ~~';he(
'J'~)iV ~~ Slde.5 0 requlTed \ ems . /~-
FOOTI"\G ~E~"'R ~I'l Dale.1eJzn.- W \ll REBAR /. Date '1'W
PROJECT
Comments
t CO\lBIl'ED FRA!\lEj EXTERIc;.!~.sHEAR w .\LL I"'SPECTIO~/
v\"< \' ( Hold downs JJ &i/"- 7/~ I. Shear NailIng [] ad~ '1~/
I\\'\\~ Frame l ~ cll(b1/i~:llQas!Propane y~ ~ -
Plumbmg )/3 /1#-. g 11-( ( t-.~echanIcal CJ
C //{J/' I
Comments <- .s\ttl~ f '7 sir"'pj
I
I'\SlLATIO~ f5 Gas
? Foam and Seal
comments~ 8~!
SHEET ROCK/SHEAR \,/~AIL
comments---all'--- ~It.>>, If:.
FI '
OTHER Comments
~ ElectrIC
::J Vaporbarner
!J Other
7 p\'-\
fl~AL
o Se\\ er Final
r Address
'I' ElectrIcal
J InsulatIon
[J Cml FInal 0 Landscape Fln31 0 C of 0
o SIle Dramage 0 SIdewalk.
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City of Yelm
Community Development Department
Building Division
Phone: (360) 458-8407
Fax: (360) 458-3144
Permit No
BLD-05-0155-YL
Issue Date. 06/07/2005
(Work must be started within 180 days)
Receipt No
36934
Applicant:
Name. PAR Homes
Phone.
253-535-6504
Address' 10749 South A St.
City' Tacoma
State. WA Zip 98444
Property Information:
Site Address. 16308 Vancil Ct. SE
Assessor Parcel No.
Subdivision: Timber Estates
Lot: 4
Contractor Information:
Name: Applicnt
Address.
Contact:
Phone:
City'
State:
Zip 98444
Contractor License No
Expires
Business License.
Project Information:
Project: Timber Estates
Description of Work: 2288/3
Sq. Ft. per floor' (1st) 1179
(2nd) 1109
(3rd) 0
Garage 470
Basement 0
Heat Type (Electric, Gas, Other) GAS
Fees.
Item Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc
--------------------------- -------------
Building Permit 100-500k 1,35999 99375 366.24 5.6000 65 4000 $1,000
Building Plan Review 574.59 000 000 o 0000 0.0000
Mechanical Permit 78.25 000 0.00 o 0000 o 0000
Plumbing Permit 118.00 20.00 98.00 7 0000 14 0000 Fixture
Sewer ERU 5,41700 0.00 5,41700 5,417 0000 1 0000 ERU
Sewer Inspection 145 00 0.00 145.00 145.0000 1 0000 ERU
Water ERU 1,500 00 000 1,500.00 1,500.0000 1 0000 ERU
Water Meter (SFD) 300.00 300 00 0.00 o 0000 o 0000
Water Deposit 4000 4000 0.00 o 0000 o 0000
Traffic Facilities Charge 757 50 0.00 757 50 750 0000 1 0100 Peak PM Trip
Sewer Deposit 5000 5000 000 0.0000 0.0000
State Building Fee 4.50 450 000 o 0000 0.0000
TOTAL FEES. $10,344.83
Applicant's Affadavit:
I certify that I have read and examined the information contained within the application and know the same
to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of
Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants,
easements and restrictions of record. If applying as a contractor I futher certify that I a currently
registered in the State of Washington.
OFFICIAL USE ONLY
#. Sets of Prints.
--
By'
Firm
n_ _ _ ___ ---
~ lIf"-;~ CITY ,OF
Ih/~\?~I -
E{/~~ YELl\1
bSt J PO 80,'4'0
.:> 'e!rr WA 98597
LE.~~" J60-45E-8403
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RECEIPT No 3G932
Rr::~C:I\!~
L..l. L::: 1- \'
YK *;wN THOUSAND SIi HUNDPED FIFTY roup DOLLARS & ~3 CENTS
P,ECE!\!ED FROM
F AF, HOHES
10749 SOUTH A 81
TACOMA, WA 98444
BLD-05-0052-YL
SITE 16=24 VANCIL CT SE
DATE REC NO
OE /07 /05 36~132
I,MOUNT
10,654 :3 CHEer
REF NO
PENDING
BUDGETARY
'-
GRETCHEN
BLDPRHT1~53 99, PLNREV8B3 99, MECHFRMT78 25
W/EPU1500 W/MTP300, W/DEP40, TPAFF757 50
PLHBPRHT112, S ERU541i,
3/DEP50. STFEE4 50
:3/IN~3145
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RECEIPT No 369 3 3
F'FCFI\li=n
-*n""~LEVIN THOUSiHlD FIVE HUNDRED THEN'I'Y DOlLP.R~ & 55 CENTS
PECErJEO FRorll1
DATE REC NO
06/07/05 36933
AMOUNT
REF NO
PENDING
PAR HOHES
10749 SOUTH A ST
TACOMA, WA 98444
BLD-05-0156.-YL
EITE 16::8 VANCIL CT SE
11,~20 ::.5 C:-rEC!\
BUDGETARY
GHETCHEN
BLDPHLT1820 7'"3, FLNREV1~":'2 51, HEr'HFPllT78 25, FL!mPFliTL:~ S/EFt5417 S/INS145
W,ERU1500, W/MTR300, W,DEP40, TRAFF757 50, S/DEP50, 2TFEE4 50
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RECEIPT No 36934
............
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THOUS f..NT:
Tj-'~EL HUNDFED
frB.TY rcLR
DuLLPPS & B) CENTE
F{ECE!VED FRO!v1
DATE
REC NO
,Il.fv10UNT
FiEF NO
FEPDING
P P R Hr)1.iE2
10749 EDUiE ; 8T
TACOMA, WA 98444
81D-(15-j155-YL
SITE 1630S VANCIL CT SE
(2'6/07 !('5 369J4
1(1 t _/44 E:' CHECI{
BUDGETl'.R I
GRETCHEN
E L D F P li'I 1 ~ 5 ~'J C q F L N R E ..j 5 'i 5?, if E C H F }' I ! T 7;:, 2 5, P L 11 E F I; l1'I'l 1 C; '.' I E L U ~ 4 ~L 7 ,-i / nr~ F 1 tl 5
\"1 'CFU 1:2121.. \'l iiTF"?C1(j, \.r/;:EPJ~~~i, TRl\FF757 50, ~;/rEF~Jf?i, CTfEE4 CO
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Yelm School Distrlct
ATTN SUSAN CROY
PO BOX 476
YELM, ~~A 98597
360-458-1900
Sold to
PAR HOMES
16867
PAR HOMES
HOMES PAR
10749 S A ST, UNIT A
T ACOMA \~A 98444
# 5985 09 06/03/05
Reg #1 SalesPerson SUSAN
Item # 2900/MITIGATION
MITIGATION/CAPITAL PROJECTS
1 @ 15,399 00 15,399 00
CK #7753 FOR 05-003 AND 04-0118-YL - TIM
BER
Item # 2900/MITIGATION
MITIGATION/CAPITAL PROJECTS
1 @ 0 00 0 00
ESTATES FOR ALL 9 LOTS $1711 00 EACH
SubTotal
15,399 00
Total Due
Check
15,399 00
15,399 00
----------
----------
Thank you
PLEASE KEEP THIS RECEIPT I I I
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CITY OF YELM
REf~~NTIAL BUILDING PERMIT APPLlCATI(~)ORM
prOjectAddress.lb3.{)~..jlJfJwfA...,,~\ (Cf,SC:parce'#' ');;.. 7 30J t..;fJ700
SUbdivision.~lMb",. E~fQ.te~ Lot#. ~ Zoning; 5\"'"7f~ Fo..'-I'r
1')( New Construction U Re-Modell Re-Roof I Addition U Home Occupation Sign
6 Plumbing U Mechanical u Mobile I Manufactured Home Pla?ement u Other
Project DescriP1'onlscope of Work: Ii! Y'_ W. 5 ; V\ q ('C- ~ ~ I V J., (j..... c.-
/ /
Project Value. :J.. () 0/, t!J0C) I O()
J
Building Area (sq ft) 1st Floor I I 71 2nd Floor I/O q Garage .." 7t) Deck
Basement Carport Patio
# Bedrooms2 # Bathrooms~..r Heatin~~S/0THE~r ELECTRIC (Circle One)
Are there any environmentally sensitive areas located on the parcel? d () If yes, a
completed environmental checklist must accompany permit application.
~6)
le,r V&/~
-2~ ~
<'00$ Q'
BUILDING OWNER NAME. I Wt ~ ~
ADDRESS I/.) 7 <I?.s: .5 --to * ~ EMAIL
CITYT ~C#'V\. CI..-. STATE IAJlA~ZIP 'Y"<V9TELEPHONE ;1..s-...r- f..fr- ~.s"e1Y
( I Ir.FN~F it
MAIL
TELEPHONE 0/ ;;J.~;....3.~q-:-O:J. ~/
I
PLUMBING CONTRACTOR a! A- P/v...n JII\.~ TELEPHONE ;)...~'3- '1'7- J....77f)
ADDRESS ?"Od-- ~3 r Sr cF €. 7 EMAIL
CITY \~~ -...; STATE uJQ..'ZIP <<t r1" $feFAX
CONTR'ACTOR~S LICENSE #' :F)(O P DA TE~tITY LICENSE #
MECHANICAL CONTRACT2?,.R \ \'G1lI'\ r ~ TELEPHONE ;l!,--X' - Ss 7 - be; )\
ADDRESS 1f7~ ~ II b r :it:.. ~ EMAIL
CITYf ~ 01N\. e-- STATE IN t).. ZIP #fllo/'~/' FAX
CONTRACTOR'S LICENSE #kl',.eM gtlo.;l'l?rEXP DATI1..dJ:aCITY LICENSE #
Copy of mitigation agreement with Yelm Community Schools, if applicable
I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the
above described property will be in accordance with the laws, rules and regulations of the State of Washington and the
City of Yelm.
q91n ~ I/;;/.//OS-
Appli nt's Signature Da(e
Owner I Contractor I Owner's Agent I Contractor's Agent (Please circle one.)
All permits are non-transferable and will expire if work authorized by such permit is not begun
within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days
5 0- t\.A- e" It 5 L () 1";l T It Nt h,,-f' r; 5 +0.'-+ 'e- ~ f lo- V\. .#-
~?-77-1?
105 Yelm Avenue West
POBox 479
Yelm. WA 98597
(360) 458-3835
(360) 458-3144 FAX
www.ci.yelm.wa.us
StructuraI Design Associates
2210 HewItt Ave, Smte 401
Everett, W A 98201
Ph. 425-339-0293 Fax 425-252-0916
sda@strucdes.com
LETTER OF AUTHORIZATION FOR MULTIPLE USAGE OF
RESIDENTIAL PLAN AS PIERCE COUNTY BASE PLAN
(SUBJECT TO THE SCOPE OF WORK AND SITE DESIGN CRITERIA SHOWN BELOW)
Date 12/ID/v'j-
I I
SDA Project # 21' ( 2-
Governmg Code 2003 InternatIOnal Bmldmg Code
Authonzed user~~Jl_JJQYnt'X ref Plrit:- ~
(Must exactly match the name orJ. the permIt)
Plan IdentificatIOn. RLLlppC I LX} (iY1 22~-:}-
Scope of Work. La.ftytll cf fSU.Jr7f DVu' JDPI-.
I
Site Design Criteria (assumed)
Min. Req' d SOlI Brg
DesIgn Snow Load
Wind Exposure Category
Wind Speed.
SIte Class
Max. spectral acceleratIOn
for short pen ods (Ss)
1500 psf (assumed)
25 psf
"B" (Suburban/Wooded areas)
85 mph
"D" (T1616 1 1)
/2-0.2-
ThIS authonzatIOn expues on a code change or 3 years from the authonzatIOn date
ThIS offiee has not venfied, and assumes no habIhty/responsIbIhty for thIS structure bmlt
on sItes whIeh do not meet the above "SIte DesIgn Cntena" and whIch owner has not,
pnor to startmg eonstructIOn, prOVIded SDA wIth a lot number and/or address for each
buIld of thIS structure
ThIS office has been eompensated for multIple use of thIS plan.
(! Q~M~
(CHns..covmgtU)
Authonzed by SDA
on
11IJi>/v t-
(Date5 I
Q' ~
Structural Design Associates
North Star Building
2210 Hewitt Avenue, Suite 401
Everett, Washington, 98201
Phone (425) 339-0293
Fax: (425) 252-0916
STRUCTURAL CALCULATION
Lateral & Beams Over 10ft
SDA #2712
Plan 2277
Site Specific Base Plan
Yelm, WA
December 30,2004
Structural DeSIgn Assoemtes
North Star BuiIdmg
2210 HeWItt Ave SUIte 401
Everett, VVA. 98201
(425) 339-0293
PROJECT NAME K' ur;z PPfZ-u.....,
LOCATION ~aM ,'IN h
CODE CRITERIA
BuiIdmg codes
Bui1dmg Department.
SeISlTIle Zone
VVind Zone
'il
SOILS CRITERIA
Soils Consultant
Report #
Beanng Pressure
Beanng Depths
Other
MATERIALS CRITERIA
Job # Z 1 11-
Date '7/11 1m-
DeSIgn C-c~. C
p ~ A:P\.J:=/t- ~20Co
2003 InternatIOnal BuiIdmg Code
.).3' JD
85 mph Exposure I e,.
150Opsf(assumed)
18" Below FinIshed Grade
Concrete (28 Day Strength)
FoundatIons & slab on grade
Structural Slab
VV alIs
Columns
Other
Remforcmg SteeI- ASTM A-615 Grade 60
Grade 40 (Field bent and all welded
Remforcement)
Masonry (Hollow Conc. Umts - Grade N) Fm = 1500pSI
Sohd Grouted Fm = 1500pSI
Inspected? Yes No
Struetural Steel Astm A-
Connectors ASTM A-36
VVeld Electrodes E70
VVood
Sawn tImber grades
JOIsts
Purims
Beams
Posts
GIu-Iam lumber grade combmatIOn (24f-V4) sImple span &
(24f-V8) for cantilevers or contInuous beams
Pl)"vood grade and/or index .AP A Rated
Roof: 15/32 cdx - PI = 24/0
Fc = 2500pSI
Fe = 2500pSl
Fe = 2500pSl
Fy = 36ksl
Fs = 211m
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Struchrral DesIgn AssOcIates
North Star Buildmg
2210 HewItt Ave, SUIte 401
Everett, WA. 98201
(425) 339-0293
Job #
Date
DesIgn
'1- 7 I L.-
17-/1 I/~
CC,(
LOADING CRITERIA FOR FLOOR
Item Matenal Load psf
Floor Covenng Carpet and Pad 30
Floor SheathIng 3/4 T &G CDX 23
Ceilmg 1 / 2 GWB 2.2
FIxtures - Mech., 1 02
Elect., & Misc
Frammg
Joists Tn 2.48
Beams 10
TOTAL DEAD LOAD = 12 PSF
Live Loads
~ ReSIdentIal - 40psf (reducible)
o Office - 50psf (reducible)
o Assembly - 1 OOpsf (non-reducible)
o Comdors and EXIts - 1 OOpsf (reducible)
o Other
Where allowed, lIve load IS reduced by 0 08% per square foot for areas
greater than 150sf to a maxnnum reductIOn of 40% for members receIvrng
load from one level only and 600/0 for other members
R= 0 08 ( A - 150 )
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Structural DesIgn AssOcIates
North Star Buildmg
2210 HeWItt Ave, SUIte 401
Everett, W A 98201
(425) 339-0293
LOADING CRITERIA FOR ROOF AND/OR CEILING
~ MaID Roof Area
o Canopy or Mansard Roof
o Ceilmg Only
o Other
Job # ""21 J"""L
Date I 7- I I I ( D d-
DeSIgn & ( (
Item Matenal Load psf
Roofing Asphalt Shmgles 30
Sheathmg or Declang 15/32 CDX 1 5
InsulatIOn R38 30
Ceilmg 5/8 GWB 28
FIxtures - Mech., 26
Electneal, Mise
Frammg Truss 2 1
TOTAL DEAD LOAD = 15 PSF
Live Loads
~ Snow Load - 30 psf - n011 reduceable
o Ceilmg Only - 10 psf
o Increase ill Fb and Fv of 15% allowed for duratlon of load
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Title
Dsgnr'
Description
Scope'
~M-
Job #
Date: 11 :51 AM, 11 DEC 04
Rev: 581}=
User: KW-0605>J67, Ver 5.8.0, 1-Dec 2003
(c)1983-2003 ENERCALC Engineering Softv.-are
Page 1
General Timber Beam
Description
General Information
Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name
Beam Width
Beam Depth
Member Type
Prllm: 7.0x16.0
7.000 in
16.000 in
Manuf/So.Pine
Load Dur Factor
Beam End Fixity
1.000
Pin-Pin
Center Span 22.00 ft
Left Cantilever ft
Right Cantilever ft
Truss Joist - MacMillan, Parallam 2.0E
Fb Base Allow 2,900.0 psi
Fv Allow 290.0 psi
Fc Allow 650.0 psi
E 2,000.0 ksi
.Lu
Lu
Lu
0.00 ft
0.00 ft
OOOft
! Trapezoidal Loads
g;~.~~~ """""'""",",..." ""'..0:>0""""=.","""",,"",",,==:::o::I=-~ ......"~<:!!'..
#1 DL @ Left 251.00 #/ft LL @ Left 495.00 #/ft
DL @ Right 251.00 #/ft LL @ Right 495.00 #/ft
#2 DL @ Left 236.00 #/ft LL @ Left 420.00 #/ft
DL @ Right 236.00 #/ft LL @ Right 420.00 #/ft
I Point Loads
. D~d Load-"T,040--:oit;;---~,-",vlb~--_.fb;-"-~---u,-;-~
Live Load 1,200.0 fbs lbs Ibs Ibs
.distance 11.500 ft 0.000 ft 0.000 ft 0.000 ft
Center Span... Dead Load
Deflection -0.352 in
. Location 11. 000 ft
. Length/Defl 749.3
Camber ( using 1.5 * D.L. Deft )
@ Center 0.529 in
@ Left 0.000 in
@ Right 0.000 in
,=c=..-~_~.=="~~.,~_,,_"~,~~~,_=~,=,,=.=.==.=_,,~=~_=_,_.._..... _=~__,~==,~~=I
Start Loc
End Loc
Start Loc
End Loc
0.000 ft
11.500 ft
11.500 ft
22.000 ft
"-~'-=__'~N__~~_~'_<<'__~_..J
Ibs Ibs Ibs
lbs lbs Ibs
0.000 ft 0.000 ft 0.000 ft
Maximum Shear * 1 5
Allowable
Shear:
Camber
108.01 psi
290.00 psi
Reactions...
Left DL
Right DL
3.22 k
3.18 k
@ Left
@ Right
@ left
@ Center
@ Right
Max
Max
Dead Load
0.000 in
0.0
0.000 in
0.0
Beam Design OK
12.1 k
32.5 k
9.05 k
8.66k
0.000 in
0.529 in
0.000 in
9.05 k
8.66k
Total Load
0.000 in
0.0
0.000 in
0.0
Total Load
-0.956 in
11.000 ft
276.18
Left Cantilever
Deflection
. Length/Defl
Right Cantilever
Deflection
. Length/Defl
Span= 22.00ft, Beam Width = 7.oooin x Depth = 16.in, Ends are Pin-Pin
Max Stress Ratio 0.758 1
Maximum Moment 54.7 k-ft
Allowable 72.2 k-ft
Max. Positive Moment 54.71 k-ft at 11 440 ft
Max. Negative Moment O.OOk-ft at 0,000 ft
Max @ left Support 0.00 k-ft
Max @ Right Support 0.00 k-ft
Max. Mallow 72.18
fb 2,198.22 psi fv
Fb 2,900.00 psi Fv
Deflections
Title
Dsgnr'
Description
Scope
L-~ A0
Job#
Date: 11 :54AM, 11 DEe 04
Rev: 580003
User: K\I,,-0605007. Ver 5.8.0. 1.Dec 2003
(c)1983-2003 EtlERCALC Engineering Software
Page 1
General Timber Beam
Description
General Information
Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined
6.75x16.5
Section Name
Beam Width
Beam Depth
Member Type
6.750 in
16.500 in
GluLam
Load Dur Factor
Beam End Fixity
1.000
Pin-Pin
Center Span
Left Cantilever
Right Cantilever
Douglas Fir, 24F - V4
Fb Base Allow
Fv Allow
Fc Allow
E
22.00 ft
ft
ft
2,400.0 psi
240.0 psi
650.0 psi
1,800.0 ksi
.Lu
.Lu
Lu
0.00 ft
0.00 ft
0.00 ft
I Trapezoidal Loads
""""........,""......._<- ~ .....",-'."'''''=><',,_.''''.'''''''' ....="""':c=.a:."...."""""-'''''".,.',,'''"''~''''"
._-"-_~.'==4~"~'~~~=< _ ,<=%~,,~~.~~=,_-~,~_,=, ,~"""...~=",~,_~~=.~~.,.,.."~==-^'M'~~~=__.,~_",~J
#1 DL @ Left 251.00 #/ft LL @ Left 495.00 #/ft Start Loc 0.000 ft
DL @ Right 251.00 #/ft LL @ Right 495.00 #/ft End Loc 11.500 ft
#2 DL @ Left 236.00 #/ft LL @ Left 420.00 #/ft Start Loc 11.500 ft
DL @ Right 236.00 #/ft LL @ Right 420.00 #/ft End Loc 22.000 ft
I Point Loads 11
~$_~,tl'h~_...t<>>::."_~-""'..~_t:l.<....it-iI<r;...o<JII>!i,~...:.l"'__~.""'n_""'~~...."'.<rl'm.,"""''''''''''''"'~'''~.....,,......>.J>""'*"l9"_'"'"""..,...~~~~{XIl~=~~~....,,'''='''''''........,,~~_;c~,J
Dead Load 1 ,040.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs
~~ 1~~ ~ ~ ~ ~ ~ ~
.distance 11.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
Ii Cummary
/I
Beam Design OK
Span= 22.00ft, Beam Width = 6.750in x Depth = 16.5in, Ends are Pin-Pin
Max Stress Ratio 0.952 1
Maximum Moment 54.7 k-ft
Allowable 57.5 k-ft
Max. Positive Moment 54.71 k-ft at 11 440 ft
Max. Negative Moment 0.00 k-ft at 0.000 ft
Max @ Left Support 0.00 k-ft
Max @ Right Support 0.00 k-ft
Max. Mallow 57 46
fb 2,143.57 psi tv
Fb 2,25113 psi Fv
I Deflections
Maximum Shear * 1 5
Allowable
Shear'
Camber
108.62 psi
240.00 psi
Reactions...
Left DL
Right DL
3.22 k
3.18 k
@ Left
@ Right
@ Left
@ Center
@ Right
Max
Max
12.1 k
26.7 k
9.05 k
8.66k
0.000 in
0.555 in
0.000 in
9.05k
8.66k
-.
Center Span... Dead Load
Deflection -0.370 in
. Location 11 .000 ft
. Length/Defl 713.2
Camber ( using 1.5 W D.L. Defl )
@ Center 0.555 in
@ Left 0.000 in
@ Right 0.000 in
Total Load
-1.004 in
11.000 ft
262.86
Left Cantilever ..
Deflection
. Length/Defl
Right Cantilever
Deflection
. Length/Defl
Dead Load
0.000 in
0.0
0.000 in
0.0
Total Load
0.000 in
0.0
0.000 in
0.0
PLAN 2266
UPPER LEFT SHEARWALL
V(from upper)= 6110lb 49531b
V(from main)= Olb Olb
L (Wind) = 6110 Ib L (Smc) = 4953 Ib
L(tot) j 16.171ft
v = 82 PLF
IBC 2306.4 1 ~
OVERTURNING
P2
~ 82
..
Pi
8
~
tT16.1~ +
UPPER MIDDLE
V(fromupper)= 6110lb
V(from main)= 0 /b
L (Wind) = 6110 Ib L (Smc) =
L(tot) j 16.51ft
v= 185PLF
IBC 2306.4 1 .
OVERTURNING
P2
~ 185 ~ PLF
po
Pi
8.0 ~
T t 16.50 +c
UPPER RIGHT
V(from upper)= 6110lb
V(from main)= 0 Ib
L (Wind) = 6110lb L (Smc) =
L(tot) j 33.83 1ft
v = 51 PLF
IBC 2306.4 1 ~
OVERTURNING
P2
~ 51 _ PLF
Pi
8.0
~
-
T t 8.33 + C
PLF
1 4 x 0.93 x
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
December 11 , 2004
SDA Job#
2712 3
Tributarv Area (UDDer Floor)
~subdiaph.length
~totallength
I Tributa~ Area (Main Floor)
o subdiaph.length
1.0 total length
10lb
3.0 ft
4.0 ft
P1= 0.67 (3.0 x 16.2) x 7.2 +[( 8.0x 16.2)J 10 = 1095/b
pz= (4.0 I 16.2) x ( 1095) = 2711b
T=C = [ 82 x 8.0 J - [ 1095 x.5 J - [ 271J = -163 Ib
Total = upper + lower C[] + -163 = -1631b
SHEARWALL
49531b
Olb
49531b
1 4 x 0.93 x
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
1 enter 1 for upper floor or 0 for main floor
1 enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
260 = 339 PLF
~
~
USE &
IIOK
Tributarv Area (UDDer Floor)
c=I]subdiaph.length
~totallength
I Tributa* Area (Main Floor)
o subdiaph.length
1 .0 total length
10lb
3.0 ft
4.0 ft
P1= 0.67 (3.0 x 16.5) x 7.2 +[( 8.0x 16.5)J 10 = 1118 Ib
pz= (4.0 I 16.5) x (1118)= 2711b
T=C = [ 185 x 8.0 J - [ 1118 x.5 J - [ 271J = 651 Ib
Total = upper + lower C[] + 651 = 6511b
-----.
Weight of shear wall =
Tributary width for dead load (P 1) =
Length of adjoining wall (P2) =
NO HOLDOWNS REQUIRED
Benter 1 for upper floor or 0 for main floor
1 enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
260 = 339 PLF
~
~
USE&'
-----.
Weight of shear wall =
Tributary width for dead load (PI) =
Length of adjoining wall (P2) =
USE SIMPSON DESIGN HOLDOWNS
SHEARWALL
49531b
Olb
49531b
~enter 1 for upper floor or 0 for main floor
1 enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
IIMST37
Tributary Area (Upper Floor)
~subdiaph.length
C]Q;Q]totallength
I Tributa~ Area (Main Floor)
o subdiaph.length
2.0 total length
10lb
3.0 ft
4.0 ft
~OK
1 4 x 0.93 x
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
P1 = 0.67
pz = (4.0
T=C = [ 51
Total =
upper + lower
260 = 339 PLF
~
~
USE&'
-----.
Weight of shear wall =
Tributary width for dead load (PI) =
Length of adjoining wall (P2) =
(3.0 x
I
x
8.3)x
8.3)
8.0
7.2 +[( 8.0x 8.3)J 10 = 5641b
x ( 564 ) = 271 Ib
J-[ 564 x.5 J- [ 271J= -1471b
C[] + -147 = -1471b
NO HOLDOWNS REQUIRED
PLAN 2266
UPPER FRONT SHEARWALL
V(from upper)= 4928 Ib 4953 Ib
V(from main)= 0 Ib 0 Ib
:E (Wind) = 4928 Ib :E (Smc) = 4953 Ib
L(tot) I 8.51 ft
v = 122 PLF
IBC 2306.4 1 .
OVERTURNING
P2
~ 122
PLF
P1
8.0
~
iT 2.5~ ~
UPPER MIDDLE
V(from upper)= 49281b
V(from main)= 0 Ib
:E (Wind) = 4928 Ib :E (Smc) =
L(tot) I 161ft
v= 155PLF
IBC 2306.4 1 .
OVERTURNING
P2
~ 155
PLF
P1
8.0 ~
,
T t 4.25 ~c
UPPER REAR
V(from upper)= 49281b
V(from main)= 0 Ib
:E (Wind) = 4928 Ib :E (Smc) =
L(tot) I 18.251ft
v= 136 PLF
IBC 2306.4 1 .
OVERTURNING
P2
~ 136 ~ PLF
P1
8.0
~
, ~
T t 8.00 ~ C
December 11 , 2004
SDA Job#
2712
4
1 enter 1 for upper floor or 0 for main floor
o enter 1 for right-left, or 0 for front-rear walls
o Enter 1 for Wind or 0 for Seismic
Tributarv Area (Upper Floor)
~subdiaph.length
~total length
(2w\h) x 0.93 x
USE~
I Tributa~ Area (Main Floor)
o subdiaph.length
50.0 total length
260 = 151 PLF
~
~
----.
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
Weight of shear wall = 10lb
Tributary width for dead load (P1) = 19.0 ft
Length of adjoining wall (P2) = 4.0 ft
P1= 0.85 (19.0 x 2.5) x 15 +[( 8.0x 2.5)) 10 = 7761b
P2= (4.0 I 2.5) x ( 776 ) = 1241 Ib
T=C=[ 122 x 8.0 ] - [ 776 x.5 ] - [ 1241] = -6511b
Total = upper + lower = =:J + -651 -651 Ib
NO HOLDOWNS REQUIRED
IIOK
SHEARW ALL
4953 Ib
Olb
49531b
Benter 1 for upper floor or 0 for main floor
o enter 1 for right-left, or 0 for front-rear walls
o Enter 1 for Wind or 0 for Seismic
Tributarv Area (Upper Floor)
c==IJsubdiaph.length
~total length
0.93 x
USE~
I T"""'~"" (M,"" Floo'l
o subdiaph.length
2.0 total length
260 = 242 PLF
----.
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
~
~
Weight of shear wall = 10lb
Tributary width for dead load (P 1) = 18.5 ft
Length of adjoining wall (P2) = 4.0 ft
P1= 0.85 (18.5 x 4.3) x 15 +[( 8.0x 4.3)) 10 = 12911b
P2= (4.0 I 4.3) x ( 1291 ) = 1216 Ib
T=C= [ 155 x 8.0 ] - [ 1291 x.5 ] - [ 1216] = -623 Ib
Total = upper + lower CQ:J + -623 -623 Ib
NO HOLDOWNS REQUIRED
IIOK
SHEARWALL
4953 Ib
Olb
49531b
Benter 1 for upper floor or 0 for main floor
o enter 1 for rig ht -left, or 0 for front -rear walls
o Enter 1 for Wind or 0 for Seismic
Tributary Area (Upper Floor)
c==IJsubdiaph.length
~totallength
0.93 x
USE~
I Tributa~ Area (Main Floor)
1 subdiaph.length
2.0 total length
260 = 242 PLF
----.
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
~
~
Weight of shear wall = 10lb
Tributary width for dead load (P1) = 18.5 ft
Length of adjoining wall (P2) = 4.0 ft
P1=
P2=
T=C =[
0.85
(4.0
136
(18.5 x
I
x
8.0) x
8.0)
8.0
15 +[( 8.0x 8.0)) 10 = 24311b
x (2431) = 12161b
]-[ 2431 x.5 ]- [ 1216]=-1345Ib
Total =
CQ:J + -1345
-13451b
upper + lower
NO HOLDOWNS REQUIRED
IIOK
PLAN 2266
MAIN LEFT SHEARWALL
V(from upper}= 6110lb 49531b
V(from main}= 5067 Ib 2803 Ib
L (Wind) = 11177 Ib L (Smc) = 7756 Ib
L(tot) 1 29.5 1ft
v= 84 PLF
IBC 2306.4 1 ~
OVERTURNING
P2
~ 84
"
P1
9
~
tT16.1~ ~
MAIN MIDDLE
V (from upper)= 6110 Ib
V(from main)= 5067 Ib
L (Wind) = 11177 Ib L (Smc) =
L(tot} i 221ft
v = 369 PLF
IBC 2306.4 1 .
OVERTURNING
P2
~ 369 PLF
P1
9.0 ~
.
T t 22.00 +c
MAIN RIGHT
V(from upper)= 6110lb
V(from main}= 5067 Ib
L (Wind) = 11177 Ib L (Smc) =
L(tot} i 35.5 1ft
v = 89 PLF
IBC 2306.4 1 ~
OVERTURNING
P2
~ 89
PLF
~
P1
9.0
~
T t 5.50 ~ C
PLF
December 11 , 2004
SDA Job#
2712 5
Tributary Area (Upper Floor)
~subdiaph.length
~totallength
I Tributa~ Area (Main Floor)
9 subdiaph.length
40.0 total length
10lb
3.0 fl
4.5 fl
IIOK
Tributary Area (Upper Floor)
c:::::IJ subdiaph.length
~totallength
IT """'[ A'''' (M.;" F10"1
1 subdiaph.length
1.0 total length
10lb
2.5 fl
4.5 fl
~STHD10RJ II
Tributary Area (Upper Floor)
~subdiaph.length
[]Q;Q]totallength
10lb
2.5 ft
4.5 fl
IIOK
o enter 1 for upper floor or 0 for main floor
1 enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
1 4 x 0.93 x
USE .6
260 = 339 PLF
~
~
----.
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
Weight of shear wall =
Tributary width for dead load (PI) =
Length of adjoining wall (P2) =
P1= 0.67 (3.0 x 16.2) x 12 +[( 9.0x 16.2)J 10 = 13581b
P2= (4.5 I 16.2) x ( 1358 ) = 3781b
T=C=[ 84 x 9.0 J - [ 1358 x.5 J - [ 378J = -305 Ib
Total = upper + lower 1-1631 + -305 -468 Ib
NO HOLD OWNS REQUIRED
SHEARWALL
49531b
2803 Ib
77561b
Benter 1 for upper floor or 0 for main floor
1 enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
1 4 x 0.93 x
USE&'
380 = 495 PLF
~
~
----.
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
Weight of shear wall =
Tributary width for dead load (PI) =
Length of adjoining wall (P2) =
P1=
pz=
T=C = [
0.67
(4.5
369
(2.5 x
I
x
22.0) x
22.0}
9.0
12 +[( 9.0x 22.0)J 10 = 1760lb
x ( 1760) = 360lb
J - [ 1760 x .5 J - [ 360J = 2083 Ib
Total =
~ + 2083 = 27341b
USE SIMPSON DESIGN HOLDOWNS
upper + lower
SHEARWALL
49531b
28031b
77561b
~enter 1 for upper floor or 0 for main floor
1 enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
1 4 x 0.93 x
USE .&.
260 = 339 PLF
~
~
----.
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
Weight of shear wall =
Tributary width for dead load (PI) =
Length of adjoining wall (P2) =
P1= 0.67 (2.5 x 5.5) x 12 +[( 9.0x 5.5)] 10 = 440lb
pz= (4.5 I 5.5) x ( 440 ) = 360lb
T=C = [ 89 x 9.0 J - [ 440 x.5 J - [ 360] = 217 Ib
Total = upper + lower 1-1471 + 217 = 70lb
NO HOLDOWNS REQUIRED
December 11 , 2004
SDA Job#
PLAN 2266
MAIN FRONT SHEARWALL
49531b
28031b
77561b
V(from upper)= 4928 Ib
V(from main)= 4524 Ib
1 (Wind) = 9452 lb L (Smc) =
L(tot) 1 11.51ft
v = 90 PLF
IBC 2306.4 1 .
OVERTURNING
P1
~ 90
PLF
MIDDLE
V(from upper)= 49281b
V(from main)= 4524 Ib
1 (Wind) = 9452 Ib L (Smc) =
L(tot) f 161ft
v = 295 PLF
IBC 2306 4 1 .
OVERTURNING
pz
~ 295 PLF
Pi
9.0
+
T t 5.25 ~.c
MAIN REAR
V(from upper)= 49281b
V(from main)= 4524 Ib
1 (Wind) = 9452 Ib 1 (Smc) =
L(tot) f 11.251ft
v= 232 PLF
IBC 2306.4 1 .
OVERTURNING
pz
~ 232
PLF
Pi
+
T t 3 75 ~c
o enter 1 for upper floor or 0 for main floor
o enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
1 4 x 0.93 x
260 = 339 PLF
Lill
~
--.
USE 6
2712
6
Tributarv Area (Upper Floor)
~subdiaph.length
~Iotallength
,T"'1A,ea 1M." '100<)
o subdiaph.length
50.0 total length
Weight of shear wall = 10 Ib
Tributary width for dead load (P 1) = 11.5 ft
Length of adjoining wall (P2) = 4.5 ft
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
P1= 0.67 (11.5 x 2.7) x 12 +[( 9.0x 2.7)] 10 = 4061b
P2= (4.5 I 2.7) x ( 406 ) = 6841b
T=C=[ 90 x 9.0 ] - [ 406 x.5 ] - [ 684] = -781b
T olal = upper + lower = 1-6511 + -78 = -729 Ib
NO HOLDOWNS REQUIRED
SHEARWALL
49531b
28031b
77561b
Benter 1 for upper floor or 0 for main floor
o enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
IIOK
~
1 4 x 0.93 x
260 = 339 PLF
Lill
~
--.
USE 6
Tributarv Area (Upper Floor)
[=::::J] subdiaph .Iength
~totallength
I T"''''''r''' (M.. ''''''J
1 subdiaph.length
2.0 total length
10lb
8.0 ft
4.0 ft
IISTHD8RJ
Tributary Area (Upper Floor)
CJI]]subdiaph.length
~totallength
I T"'l A... (M.in '''''''J
11.5 subdiaph.length
44.7 total length
10lb
7.8 ft
4.5 ft
P1= 0.67 (7.8 x 3.8) x 12 +[( 8.0x 3.8)] 10 = 4331b
P2= (4.5 I 3.8) x ( 433 ) = 5191b
T=C={ 232 x 8.0 ] - { 433 x.5 ] - { 519] = 11181b
Total = upper + lower 1-13451 + 1118 = -227 Ib
NO HOLDOWNS REQUIRED IIOK
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
Weight of shear wall =
Tributary width for dead load (P1) =
Length of adjoining wall (P2) =
P1= 0.67 (8.0 x 5.3) x 12 +[( 9.0x 5.3)] 10= 651 Ib
P2= (4.0 I 5.3) x ( 651 ) = 4961b
T=C =[ 295 x 9.0 J - { 651 x.5 ] - [ 496J = 18371b
Total = upper + lower 1-6231 + 1837 = 12141b
USE SIMPSON DESIGN HOLDOWNS
SHEARW ALL
49531b
28031b
77561b
Benter 1 for upper floor or 0 for main floor
o enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
1 4 x 0.93 x
260 = 339 PLF
~
~
--.
USE &
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
Weight of shear wall =
Tributary width for dead load (P1) =
Length of adjoining wall (P2) =
'\.
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Title
Dsgnr'
Description
Scope
7/)3
Job #
Date: 12:19PM, 11 DEC04
Rev: 580003
Usee KW.{J605067, Ver 5.8.0, 1.Dec.2003
(c)1983-2003 B-lERCAlC Engineering Software
Page 1
General Timber Beam
Description
Genera/Information
Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name
Beam Width
Beam Depth
Member Type
Prllm: 5.25x11.875
5.250 in
11 .875 in
Manuf/So. Pine
Load Dur Factor
Beam End Fixity
1.000
Pin-Pin
Center Span 17.50 ft
Left Cantilever ft
Right Cantilever ft
Truss Joist - MacMillan, Parallam 2.0E
Fb Base Allow 2,900.0 psi
Fv Allow 290.0 psi
Fc Allow 650.0 psi
E 2,000.0 ksi
.Lu
.Lu
.Lu
0.00 ft
0.00 ft
000 ft
Span= 17.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio 0.667 1
Maximum Moment 19.9 k-ft
Allowable 29.8 k-ft
Max. Positive Moment 19.89k-ft at 8.960 ft
Max. Negative Moment -O.OOk-ft at 17.500 ft
Max @ Left Support 0.00 k-ft
Max @ Right Support 0.00 k-ft
Max. Mallow 29.82
fb 1 ,934.55 psi tv
Fb 2,900.00 psi Fv
I Deflections
Trapezoidal Loads
#1 DL @ Left
DL @ Right
#2 DL @ Left
DL @ Right
I" -~lImmary II
176.00 #/ft
176.00 #/ft
209.00 #/ft
209.00 #/ft
LL @ Left
II @ Right
LL @ Left
LL @ Right
104.10 psi
290.00 psi
320.00 #/ft
320.00 #/ft
430.00 #/ft
430.00 #/ft
Maximum Shear * 1 5
AlIowab/e
Shear'
Camber
Reactions...
Left DL
Right OL
1.56 k
1.68 k
Start Loc
End Loc
Start Loc
End Loc
@ Left
@ Right
@ Left
@ Center
@ Right
Max
Max
0.000 ft
12.500 It
12.500 ft
17.500 ft
Beam Design OK
6.5 k
18.1 k
4.44k
4.95k
0.000 in
0.393 in
0.000 in
4.44k
4.95k
m
Center Span... Dead Load
Deflection -0.262 in
Location 8.820 ft
. Length/Defl 800.7
Camber (using 1.5 * D.L. Def!) ..
@ Center 0.393 in
@ Left 0.000 in
@ Right 0.000 in
Total Load
-0.753 in
8.820 ft
279.07
Left Cantilever...
Deflection
. Length/Defl
Right Cantilever
Deflection
. LengthlDefl
Dead Load
0.000 in
0.0
0.000 in
0.0
Total Load
0.000 in
0.0
0.000 in
0.0
,
Title
Dsgnr'
Description
Scope
-;k-
Job#
Date: 12:17PM. 11 DEC 04
Rev: 580003
User: KW-W05057 Ver 5.8.0, 1.Oec 2003
(c)1983.2003 B-4ERCALC Engineering Scftware
Page 1
General Timber Beam
Description
General Information
Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name
Beam Width
Beam Depth
Member Type
Prllm: 3.5x11.875
3.500 in
11.875 in
Manuf/So. Pine
Load Dur Factor
Beam End Fixity
1.000
Pin-Pin
Center Span 10.50 ft
Left Cantilever ft
Right Cantilever ft
Truss Joist - MacMillan, Parallam 2.0E
Fb Base Allow 2,900.0 psi
Fv Allow 290.0 psi
Fc Allow 650.0 psi
E 2,000.0 ksi
.Lu
.Lu
Lu
0.00 ft
0.00 ft
OOOft
Center
Left Cantilever
Right Cantilever
481.00 #/ft
#/ft
#/ft
LL
LL
LL
795.00 #/ft
#/ft
#/ft
I Summary
I
Beam Design OK
Span= 10.50ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio 0.885 1
Maximum Moment 17.6 k-ft
Allowable 19.9 k-ft
Max. Positive Moment 17.58 k-ft at 5,250 ft
Max. Negative Moment O.ook-ft at 10.500 ft
Max @ Left Support 0.00 k-ft
Max @ Right Support 0.00 k-ft
Max. Mallow 19.88
fb 2,565.29 psi tv
Fb 2,900.00 psi Fv
r Deflections
Maximum Shear * 1 5
Allowable
Shear'
Camber:
197.28 psi
290.00 psi
Reactions...
Left DL
Right DL
2.53 k
2.53 k
@ Left
@ Right
@ Left
@ Center
@ Right
8.2 k
12.1 k
6.70k
6.70k
0.000 in
0202 in
0.000 in
Max
Max
6.70k
6.70k
I
Center Span... Dead Load
Deflection -0.135 in
. Location 5.250 ft
. Length/Defl 935.7
Camber (using 1.5. D.L. Den)
@ Center 0.202 in
@ Left 0.000 in
@ Right 0.000 in
Total Load
-0.357 in
5.250 ft
352.70
Left Cantilever._
Deflection
.Length/Defl
Right Cantilever
Deflection
. Length/Deft
Dead Load
0.000 in
0.0
Total Load
0.000 in
0.0
0.000 in
0.0
0.000 in
0.0
"l,
Title
Dsgnr'
Description
Scope
le
Job #
Date: 12:32PM, 11 DEC 04
Re'lI: 580003
User: KW-0605067. Ver 5.8.0. 1-De~ 2003
(~)1983-2003 ENERCALC Engineering Softv.are
Page 1
General Timber Beam
Description
General Information
Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name
Beam Width
Beam Depth
Member Type
Prllm: 5.25x11.875
5.250 in
11.875 in
Manuf/So. Pine
Load Dur Factor
Beam End Fixity
1.000
Pin-Pin
Center Span 10.25 ft
Left Cantilever ft
Right Cantilever fl
Truss Joist - MacMillan, Parallam 2.0E
Fb Base Allow 2,900.0 psi
Fv Allow 290.0 psi
Fc Allow 650.0 psi
E 2,000.0 ksi
.Lu
.Lu
.Lu
0.00 ft
0.00 fl
0.00 fl
Center
Left Cantilever
Right Cantilever
125.00 #/ft
#/ft
#/fl
LL
LL
LL
75.00 #/ft
#/ft
#/fl
Span= 10.25ft, Beam Width = 5.25Oin x Depth = 11 .875in, Ends are Pin,Pin
Max Stress Ratio 0.880 1
Maximum Moment 13.3 k-ft
Allowable 29.8 k-ft
Max. Positive Moment 13.34 k-ft at 8.979 ft
Max. Negative Moment 0.00 k-ft at 10.250 ft
Max @ Left Support 0.00 k-ft
Max @ Right Support 0.00 k-ft
Max. Mallow 29.82
fb 1,297.53 psi tv
Fb 2,900.00 psi Fv
Deflections
, Point Loads
Dead Load
Live Load
.distance
4,130.0 Ibs
7,012.0 Ibs
9.000 ft
Ibs
Ibs
0.000 fl
Center Span... Dead Load
Deflection -0.061 in
. Location 5.617 ft
. Length/Deft 2,0177
Camber ( using 1.5 * D.L. Defl )
@ Center 0.091 in
@ Left 0.000 in
@ Right 0.000 in
Ibs
Ibs
0.000 ft
255.31 psi
290.00 psi
Total Load
-0.141 in
5.699 fl
869.35
Ibs
Ibs
0,000 ft
Maximum Shear * 1 5
Allowable
Shear'
Camber
Reactions...
Left DL
Right DL
114 k
4.27k
Ibs
Ibs
0.000 fl
@ Left
@ Right
@ Left
@ Center
@ Right
Max
Max
Dead Load
0.000 in
0.0
0.000 in
0.0
Ibs
Ibs
0.000 fl
Ibs
Ibs
0.000 fl
Left Cantilever...
Deflection
. Length/Deft
Right Cantilever
Deflection
. Length/Deft
Beam Design OK
15.9 k
18.1 k
2.38k
10.81 k
0.000 in
0.091 in
0.000 in
2.38k
10.81 k
Total Load
0.000 in
0.0
0.000 in
0.0
o . ~
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Structural Design Associates, Inc.
2210 Hewitt Ave, Suite 401
Everett, WA 98201
Title
Dsgnr
Description
Scope
Job # gA-
Date: 11'12AM, 24 DEC 04
RllIr. 580003
User: KW-0605067, Ver 5.8.0, 1-0ec-2003
(c) 1983-2003 ENERCALC Engineering Software
Page 1
General Timber Beam
Description
General Information
Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined
Section Name
Beam Width
Beam Depth
Member Type
Prllm: 5.25x18.0
5.250 in
18.000 in
Manuf/So.Pine
Load Our Factor
Beam End Fixity
1.000
Pin-Pin
Center Span 19.50 ft
Left Cantilever ft
Right Cantilever ft
Truss Joist - MacMillan, Parallam 2.0E
Fb Base Allow 2,900.0 psi
Fv Allow 290.0 psi
Fe Allow 650.0 psi
E 2,000.0 ksi
.Lu
.Lu
.Lu
0.00 ft
0.00 ft
0.00 ft
I ~ull Len~th Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
I Point Loads
-- -Dead Load
Live load
.distance
3,122.01bs
5,203.0 Ibs
5.500ft
3,180.0Ibs
5,480.0Ibs
3.500 ft
118.00 #/ft
#1ft
#1ft
Ibs
Ibs
O.GOOft
LL
II
II
77.00 #1ft
#/ft
#/ft
Ib;
Ibs
0.000 ft
...
J
Ibs
Ibs
0.000 ft
"'-
-
Ibs
Ibs
O.OOOft
J
Ibs
Ibs
0.000 ft
I Summary
(I
Beam Design OK
Span= 19.50ft, Beam Width = 5.250in x Depth = 18.in, Ends are Pin-Pin
Max Stress Ratio 0.905 1
Maximum Moment 62.0 k-ft
Allowable 68.5 k-ft
Max. Positive Moment 62.02 k-ft at 5.538 ft
Max. Negative Moment O.OOk-ft at 19.500 ft
Max@ Left Support 0.00 k-ft
Max @ Right Support 0.00 k-f1:
Max. Mallow 68.51
fb 2,625.38 psi tv
Fb 2,900.00 psi Fv
I Oeflections
233.25 psi
290.00 psi
Maximum Shear * 1.5
Allowable
Shear'
Camber'
Reactions...
Left DL
Right DL
6.00 k
2.60k
@ Left
@ Right
@ Left
@ Center
@ Right
Max
Max
22.0 k
274 k
14.98 k
5.80k
0.000 in
0.431 in
0.000 in
14.98 k
5.80k
I
Center Span... Dead Load (
Deflection -0.287 in
.Location 8.892 ft
.Length/DefI 815.3
Camber ( using 1.5 * D.L Deft ) ...
@ Center 0431 in
@ Left 0.000 in
@ Right 0.000 in
T Dtal Load
-0.695 in
8.814 ft
336.80
Left Cantilever
Deflection
.Length/Defl
Right Cantilever
Deflection
.Length/Dell
Dead load
0.000 in
0.0
0.000 in
0.0
Total Load
0.000 in
0.0
0.000 in
0.0
"I ... '~
iviCE Parameters - Conterminous 48 States
Zip Code - 98597 Central Latitude = 46 861391
Central Longitude = -122.521453
Data are based on the 0 10 deg gnd set
Penod SA
(sec) (%g)
o 2 115 6 Map Value, Soil Factor of 1 0
1 0 035 1 Map Value, Soil Factor of 1 0
MCE Parameters x Specified Soil Factors
0.2 1202 Soil Factor of 1 04
1.0 0597 Soil Factor of 1 70
1/+
StructuraI Design Associates
2210 HewItt Ave, SUite 401
Everett, W A 98201
Ph. 425-339-0293 Fax 425-252-0916
sda@strucdes.com
LETTER OF AUTHORIZATION FOR MULTIPLE USAGE OF
RESIDENTIAL PLAN AS PIERCE COUNTY BASE PLAN
(SUBJECT TO THE SCOPE OF WORK AND SITE DESIGN CRITERIA SHOWN BELOW)
Date /Z~I) Jo'f-
I
SDA ProJeet #
.t.1-Jl
Governmg Code 2003 InternatIOnal BUIldmg Code
Authonzed User ~(. 1 ;-0.1)1: I/II-\omu f rA~ ~Y'>"U.3
~tly match the name on the permIt)
Plan IdentIficatIOn.Jwp}")'il Lj~) un 22-7-1---
Seope of Work. Llit.h ru I f' (3ttmf l)VI V I 0 fj-
Site Design Criteria (assumed)
Min. Req'd Soil Brg
DesIgn Snow Load.
Wind Exposure Category'
Wind Speed.
SIte Class
Max. spectral aeceleratIOn
for short pen ods (Ss)
1500 psf (assumed)
25 psf
"B" (Suburban/Wooded areas)
85 mph
"D" (T1616 1 1)
IbO.2
ThIs authonzatIOn expIres on a code change or 3 years from the authonzatIOn date
ThIS office has not venfied, and assumes no liabIlity/responsIbIlity for thIs structure bUilt
on sItes whIch do not meet the above "SIte DesIgn Cntena" and whIch owner has not,
pnor to startmg constructIOn, provIded SDA wIth a lot number and/or address for each
build of thIs strueture
ThIs office has been comp~ns~ ~thls plan,
AuthorIzed by SDA (i)C ~ on
(Chns Covm~IPE)
/2 if/) h9-
, .
(Date)
~
Structural Design Associates
North Star Building
2210 Hewitt Avenue, Suite 401
Everett, Washington, 98201
Phone (425) 339-0293
Fax: (425) 252-0916
STRUCTURAL CALCULATION
Lateral & Beams Over 10ft
SDA #2712
I EXPIRES 1 /3/~
Plan 2277
Site Specific Base Plan
Yelm, WA
December 30,2004
Structural DesIgn AssoeIates
North Star BuiIdmg
1210 HeWItt Ave SUIte 401
Everett, VVA. 98201
(425) 339-0293
PROJECT NAME Rut;; WlZLL-
LOCATION ~ELM ,Wh
CODE CRITERIA
BuiIdmg codes
Buildmg Department
SeISlTIlC Zone
Wind Zone
SOILS CRITERIA
Soils Consultant.
Report #
Beanng Pressure
BeaTIng Depths
Other
MATERIALS CRITERIA
Job # Z l ,7.-
Date '7/111t{)}
DesIgn C-.c. . C
p f.,- A;-p.J=ft. ~2.k?r.o
2003 InternatIOnal BuiIdmg Code
#3
85 mph Exposure I E9
1500psf (assumed)
18" Below Firushed Grade
Concrete (28 Day Strength)
FoundatIons & slab on grade.
Structural Slab
Walls
Columns
Other
Remforcmg SteeI- ASTM A-615 Grade 60
Grade 40 (Field bent and all welded
Remforcement)
Masonry (Hollow Conc Umts - Grade N) Fm = 1500pSI
SolId Grouted Fm = 1500pSI
fuspected? Yes No
Structural Steel Astm A-
Connectors ASTM A-36
Weld Electrodes E70
Wood
Sawn tnnber grades
JOIStS
Purims
Beams
Posts
GIu-Iam lumber grade combmatIOn (24f-V4) SImple span &
(24f-V8) for eantiIevers or contInuous beanls
PI)'\vood grade and/or index .AP A Rated
Roof: 15/32 cdx - PI = 24/0
Fe = 2500pSI
Fc = 2500pSI
Fe = 2500pSI
Fy = 36ksI
Fs = 21ksI
Structural DesIgn Associates
North Star BuildIng
2210 HewItt Ave, SUIte 401
Everett, WA. 98201
(425) 339-0293
Job #
Date
DesIgn
~7 17-
1L./ll/~
C- L.C
LOADING CRITERIA FOR FLOOR
Item Matenal Load psf
Floor Covenng Carpet and Pad 30
Floor Sheathmg 3/4 T&G CDX 23
Ceilmg 1 /2 GWB 22
FIxtures - Mech., 1 02
Elect., & Misc
Frammg
Joists Tn 2.48
Beams 10
TOTAL DEAD LOAD = 12 PSF
Live Loads
~ ResIdentIal - 40psf (reducible)
o Office - 50psf (reducible)
o Assembly - 1 OOpsf (non-reducible)
o Comdors and EXItS - 1 OOpsf (reducible)
o Other
Where allowed, lIve load IS reduced by 0 08% per square foot for areas
greater than 150sfto a maxnnum reductIOn of 40% for members recelvmg
load from one level only and 60Q/o for other members.
R= 008 (A -150)
Structural DesIgn AssOcIates
North Star Buildmg
2210 HewItt Ave, SUIte 401
Everett, VVA 98201
(425) 339-0293
LOADING CRITERIA FOR ROOF AND/OR CEILING
~ Mam Roof Area
o Canopy or Mansard Roof
o Ceilmg Only
o Other
Job # "21 J-z...
Date I 7..- / I I I D J..
DeSIgn &( (_
Item Matenal Load psf
Roofing Asphalt Shlllg1es 30
Sheatl11llg or DeckIng 15/32 CDX 1 5
InsulatIOn R38 30
Ceilmg 5/8 GWB 28
FIxtures - Mech., 26
Electncal, Misc
Frammg Truss 2 1
TOTAL DEAD LOAD = 15 PSF
Live Loads
~ Snow Load - 30 psf - non reduceable
o Ceilmg Only - 10 psf
o Increase m Fb and Fv of 15% allowed for duration of load
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.'
Title
Dsgnr'
Description
Scope'
?/~
Job #
Date: 11:51AM, 11 DEC04
Rev: 580003
Use~ KW-J6G5067, Ver 5.8.0, 1-0ee 2003
(c)1983-2003 8'4ERCALC Engineering Software
Page 1
General Timber Beam
Description
General Information
Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name
Beam Width
Beam Depth
Member Type
Prllm: 7.0x16.0
7.000 in
16.000 in
Manuf/So.Pine
Load Dur Factor
Beam End Fixity
1.000
Pin-Pin
Center Span 22.00 ft
Left Cantilever ft
Right Cantilever ft
Truss Joist - MacMillan, Parallam 2.0E
Fb Base Allow 2,900.0 psi
Fv Allow 290.0 psi
Fc Allow 650.0 psi
E 2,000.0 ksi
.Lu
.Lu
.Lu
0.00 ft
0.00 ft
0.00 ft
I Tra ezoidal Loads
#1 DL @ Left
DL @ Right
#2 DL @ Left
DL @ Right
I Point Loads
D;;dIoad -
Live Load
.distance
251.00 #/ft
251.00 #/ft
236.00 #/ft
236.00 #/ft
LL @ Left
LL @ Right
LL @ Left
LL @ Right
495.00 #/ft
495.00 #/ft
420.00 #/ft
420.00 #/ft
Start Loc
End Loc
Start Loc
End Loc
0.000 ft
11.500 ft
11.500 ft
22.000 ft
-, -"~~--~-~._.'-"._--'_"__~'_'M_N~,J
Ibs Ibs Ibs
lbs Ibs lbs
0.000 ft 0.000 ft O.OOOft
1,040.oib;--~~~---Ib;'---~~~-i;;".-'-""~*I;;
1.200.0 Ibs lbs Ibs Ibs
11.500 ft 0.000 ft 0.000 ft 0.000 ft
I Summary
f
Beam Design OK
Span= 22.00ft, Beam Width = 7.000in x Depth = 16,in, Ends are Pin-Pin
Max Stress Ratio 0.758 1
Maximum Moment 54.7 k-ft
Allowable 72.2 k-ft
Max. Positive Moment 54.71 k-ft at 11 440 ft
Max. Negative Moment 0.00 k-ft at 0.000 ft
Max @ Left Support 0.00 k-ft
Max @ Right Support 0.00 k-ft
Max. Mallow 72.18
fb 2,198.22 psi tv
Fb 2,900.00 psi Fv
r Deflections
108.01 psi
290.00 psi
Maximum Shear * 1 5
Allowable
Shear:
Camber
Reactions...
Left DL
Right DL
3.22 k
3.18 k
@ Left
@ Right
@ Left
@ Center
@ Right
12.1 k
32.5 k
9.05 k
8.66k
0.000 in
0.529 in
0.000 in
Max
Max
9.05 k
8.66k
.
Center Span... Dead Load
Deflection -0.352 in
. Location 11 .000 ft
. Length/Defl 749.3
Camber ( using 1.5 * D.L. Detl )
@ Center 0.529 in
@ Left 0.000 in
@ Right 0.000 in
Total Load
-0.956 in
11.000 ft
276.18
Left Cantilever...
Deflection
. Length/Defl
Right Cantilever
Deflection
. Length/Defl
Dead Load
0.000 in
0.0
Total Load
0.000 in
0.0
0.000 in
0.0
0.000 in
0.0
Title
Dsgnr'
Description
Scope
ZAr A0
Job #
Date: 11 :54AM, 11 DEC 04
Re,. 580003
User: KW-0605067, Ver 5.8.0, 1-Dec 2003
(c)1983-2003 ENERCAlC Engineering Software
Page 1
General Timber Beam
Description
General Information
Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
6.75x16.5
Section Name
Beam Width
Beam Depth
Member Type
6.750 in
16.500 in
GluLam
Load Our Factor
Beam End Fixity
1.000
Pin-Pin
Center Span
Left Cantilever
Right Cantilever
Douglas Fir, 24F - V4
Fb Base Allow
Fv Allow
Fe Allow
E
22.00 ft
ft
ft
2,400.0 psi
240.0 psi
650.0 psi
1,800.0 ksi
.Lu
.Lu
.Lu
0.00 ft
0.00 ft
0.00 ft
Tra ezoidal Loads
#1 DL @ Left
DL @ Right
#2 DL @ Left
DL @ Right
I Point Loads
[);;d Load
Live Load
.distance
251.00 #/ft LL @ Left 495.00 #/ft Start Loc 0.000 ft
251 00 #/ft LL @ Right 495.00 #/ft End Loc 11.500 ft
236.00 #/ft LL @ Left 420.00 #/ft Start Loc 11.500 ft
236.00 #/ft LL @ Right 420.00 #/ft End Loc 22.000 ft
. ''''--~~-'~'---'-~'~''M''.'''~_"'''~____''_~_~'~'_'~_'___4_.,.__j
Ibs Ibs Ibs Ibs Ibs Ibs
~ ~ ~ ~ ~ ~
0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
Span= 22.00ft, Beam Width = 6.750in x Depth = 16.5in, Ends are Pin-Pin
Max Stress Ratio 0.952 1
Maximum Moment 54.7 k-ft
Allowable 57.5 k-ft
Max. Positive Moment 54.71 k-ft at 11 440 ft
Max. Negative Moment 0.00 k-ft at 0.000 ft
Max @ Left Support 0.00 k-ft
Max @ Right Support 0.00 k-ft
Max. Mallow 57 46
fb 2,143.57 psi tv
Fb 2,251 13 psi Fv
Deflections
.............V'"~.......T_<t.",.,..'........._...~te""b~
1,040.0Ibs
1.200.0 Ibs
11.500 ft
Center Span... Dead Load
Deflection -0.370 in
. Location 11 .000 ft
. Length/Deft 713.2
Camber (using 1.5 * D.L. Detl)
@ Center 0.555 in
@ Left 0.000 in
@ Right 0.000 in
Maximum Shear * 1.5
Allowable
Shear'
Camber
108.62 psi
240.00 psi
Reactions...
Left DL
Right DL
3.22 k
3.18 k
@ Left
@ Right
@ left
@ Center
@ Right
Max
Max
Dead Load
0.000 in
0.0
0.000 in
0.0
Beam Design OK
12.1 k
26.7 k
9.05k
8.66k
0.000 in
0.555 in
0.000 in
9.05k
8.66k
Total Load
0.000 in
0.0
0.000 in
0.0
Total Load
-1.004 in
11.000 ft
262.86
Left Cantilever
Deflection
. Length/Defl
Right Cantilever
Deflection
. Length/Deft
PLAN 2266
UPPER LEFT SHEARWALL
V(from upper)= 6110lb 4953 Ib
V(from main)= 0 Ib 0 Ib
L (Wind) = 6110 Ib L (Smc) = 4953 Ib
L(tot) I 16.171ft
v= 82 PLF
IBC 2306.4 1 ~
OVERTURNING
P2
~ 82 ~ PLF
~
.,
Pi
8
~
tT16.1~ +
UPPER MIDDLE
V(from upper)=
V(from main)=
L (Wind) =
L(tot) j
v=
6110lb
Olb
6110lb L (Smc) =
16.51ft
185 PLF
.
IBC 2306.4 1
OVERTURNING
P2
~ 185 .... PLF
~
Pi
8.0 ~
- ~
T t 16.50 +c
UPPER RIGHT
V(from upper)= 6110 Ib
V(from main)= 0 Ib
L (Wind) = 6110 Ib L (Smc) =
L(tot) j 33.831ft
v = 51 PLF
IBC 2306.4 1 .
OVERTURNING
P2
~ 51 ~ PLF
Pi
8.0
~
T t 8.33 + C
December 11 , 2004
SDA Job#
2712 3
Tributary Area (Upper Floor)
~subdiaph.length
~totallength
I Tributa~ Area (Main Floor)
o subdiaph.length
1.0 total length
10lb
3.0 ft
4.0 ft
IIOK
Tributary Area (Upper Floor)
CJ]subdiaph.length
c=:IQJtotallength
I Tributa~ Area (Main Floor)
o subdiaph.length
1.0 total length
10lb
3.0 ft
4.0 ft
IIMST37
Tributary Area (Upper Floor)
~subdiaph.length
~totallength
I Tributa~ Area (Main Floor)
o subdiaph.length
2.0 total length
10lb
3.0 ft
4.0 ft
IIOK
1 enter 1 for upper floor or 0 for main floor
1 enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
1 4 x 0.93 x
260 = 339 PLF
~
~
USE &
----.
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
Weight of shear wall =
Tributary width for dead load (P1) =
Length of adjoining wall (P2) =
P1= 0.67 (3.0 x 16.2) x 7.2 +[( 8.0x 16.2)] 10 = 10951b
P2= (4.0 I 16.2) x ( 1095 ) = 2711b
T=C = [ 82 x 8.0 ] - [ 1095 x.5 ] - [ 271] = -163 Ib
Total = upper + lower [TI + -163 = -1631b
NO HOLDOWNS REQUIRED
SHEARWALL
4953 Ib
Olb
49531b
Benter 1 for upper floor or 0 for main floor
1 enter 1 for right-left. or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
1 4 x 0.93 x
USE&'
260 = 339 PLF
~
~
----.
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
Weight of shear wall =
Tributary width for dead load (P 1) =
Length of adjoining wall (P2) =
P1= 0.67 (3.0 x 16.5) x 7.2 +[( 8.0x 16.5)] 10 = 11181b
pz= (4.0 I 16.5) x ( 1118) = 2711b
T=C=[ 185 x 8.0 1- [ 1118 x.5 ] - [ 2711 = 6511b
Total = upper + lower [TI + 651 = 6511b
USE SIMPSON DESIGN HOLDOWNS
SHEARWALL
49531b
Olb
4953 Ib
Benter 1 for upper floor or 0 for main floor
1 enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
1 4 x 0.93 x
USE&'
260 = 339 PLF
~
~
----.
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
Weight of shear wall =
Tributary width for dead load (P1) =
Length of adjoining wall (P2) =
P1 = 0.67
pz = (4.0
T=C = [ 51
(3.0 x
I
x
8.3) x
8.3)
8.0
7.2 +[( 8.0x 8.3)] 10 = 5641b
x ( 564 ) = 271 Ib
1 - [ 564 x.5 ] - [ 271] = -1471b
[TI + -147 = -1471b
Total =
upper + lower
NO HOLDOWNS REQUIRED
PLAN 2266
UPPER FRONT SHEARWALL
V(from upper)= 4928 Ib 4953 Ib
V(from main)= 0 /b 0 Ib
L (Wind) = 49281b L (Smc) = 4953 Ib
L(tot) I 8.51ft
v = 122 PLF
IBC 2306 4 1 . (2w\h) x 0.93 x
OVERTURNING
P2
~ 122 PLF
Pi
8.0
~
i /.5~ ~
Pi
8.0 ~
lr
T t 4.25 ~c
~ 136
Pi
8.0
~
T t 8.00 ~ C
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
December 11 , 2004
SDA Job#
1 enter 1 for upper floor or 0 for main floor
o enter 1 for right-left, or 0 for front-rear walls
o Enter 1 for Wind or 0 for Seismic
260 = 151 PLF
~
~
---..
USE &.
2712
4
Tributarv Area (Upper Floor)
~subdiaph.length
~totallength
I Tributa~ Area (Main Floor)
o subdiaph.length
50.0 total length
Weight of shear wall = 10lb
Tributary width for dead load (P1) = 19.0 ft
Length of adjoining wall (P2) = 4.0 ft
NO HOLDOWNS REQUIRED
Benter 1 for upper floor or 0 for main floor
o enter 1 for right-left, or 0 for front-rear walls
o Enter 1 for Wind or 0 for Seismic
0.93 x
260 = 242 PLF
~
~
---..
USE &.
260 = 242 PLF
~
~
(18.5 x
I
x
8.0) x
8.0)
8.0
P1= 0.85 (19.0 x 2.5) x 15 +[( 8.0x 2.5)] 10 = 7761b
P2= (4.0 I 2.5) x ( 776 ) = 1241 Ib
T=C = [ 122 x 8.0 ] - [ 776 x.5 ] - [ 1241] = -6511b
Total = upper + lower = ~ + -651 = -651 fb
IIOK
Tributarv Area (Upper Floor)
c=JJsubdiaph.length
~totallength
I Tributa[ Area (Main Floor)
o subdiaph.length
2.0 total length
Weight of shear wall = 10lb
Tributary width for dead load (P1) = 18.5 ft
Length of adjoining wall (P2) = 4.0 ft
P1= 0.85 (18.5 x 4.3) x 15 +[( 8.0x 4.3)] 10 = 12911b
P2= (4.0 I 4.3) x ( 1291 ) = 12161b
T=C=[ 155 x 8.0 ] - [ 1291 x.5 ] - [ 1216] = -6231b
Total = upper + lower C[] + -623 = -623 Ib
SHEARWALL
4953 Ib
Olb
4953/b
0.93 x
PLF
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
IIOK
Tributary Area (Upper Floor)
c=JJsubdiaph.length
~totallength
I Tributa~ Area (Main Floor)
1 subdiaph.length
2.0 tota/length
Weight of shear wall = 10lb
Tributary width for dead load (P1) - 18.5 ft
Length of adjoining wall (P2) = 4.0 fl
IIOK
SHEARWALL
49531b
Olb
49531b
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
P1=
P2=
T=C = [
Tota/ =
NO HOLDOWNS REQUIRED
Benter 1 for upper floor or 0 for main floor
o enter 1 for right-left, or 0 for front-rear walls
o Enter 1 for Wind or 0 for Seismic
0.85
(4.0
136
upper + lower
---..
USE &
UPPER MIDDLE
V(from upper)= 49281b
V(from main)= 0 Ib
L (Wind) = 4928 Ib L (Smc) =
L(tot) j 161ft
v = 155 PLF
IBC 2306.4 1 .
OVERTURNING
P2
~ 155 _ PLF
UPPER REAR
V(from upper)= 49281b
V(from main)= 0 Ib
L (Wind) = 4928 Ib L (Smc) =
L(tot) j 18.251ft
v = 136 PLF
IBC 2306.4 1 .
OVERTURNING
P2
15 +[( 8.0x 8.0)] 10 = 24311b
x (2431) = 12161b
] - [ 2431 x.5 ] - [ 1216] = -1345/b
C[] + -1345
-13451b
NO HOLDOWNS REQUIRED
PLAN 2266
MAIN LEFT SHEARWALL
V(from upper)= 6110lb 4953 Ib
V(from main)= 5067 Ib 2803 Ib
L (Wind) = 11177 Ib L (Smc) = 7756 Ib
L(tot) 1 29.5 1ft
v = 84 PLF
IBC 2306.4 1 .
OVERTURNING
pz
~ B4
Pi
9
~
tT16.1~ .+
MAIN MIDDLE
V(from upper)=
V(from main)=
L (Wind) =
L(tot) I
6110 Ib
50671b
11177lb L(Smc)=
221ft
369 PLF
.
v=
IBC 2306.4 1
OVERTURNING
pz
~ 369 PLF
~
Pi
9.0 ~
~ ..
T t 22.00 .+c
MAIN RIGHT
V(from upper)= 6110 Ib
V(from main)= 5067 Ib
L (Wind) = 11177 Ib L (Smc) =
L(tot) j 35.5 1ft
v = 89 PLF
IBC 2306.4 1 .
OVERTURNING
pz
PLF
December 11 , 2004
SDA Job#
o enter 1 for upper floor or 0 for main floor
1 enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
1 4 x 0.93 x
USE .6
260 = 339 PLF
Cill
~
--.
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
Weight of shear wall =
Tributary width for dead load (PI) -
Length of adjoining wall (P2) =
Pl= 0.67 (3.0 x 16.2) x 12 +[( 9.0x 16.2)) 10 = 13581b
P2= (4.5 I 16.2) x ( 1358 ) = 3781b
T=C=[ 84 x 9.0 ] - [ 1358 x.5 ] - [ 378]= -3051b
Total = upper + lower 1-1631 + -305 -468 Ib
NO HOLDOWNS REQUIRED
SHEARWALL
4953 Ib
28031b
7756 Ib
Benter 1 for upper floor or 0 for main floor
1 enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
1 4 x 0.93 x
USE &.
380 = 495 PLF
--.
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
Cill
~
Weight of shear wall =
Tributary width for dead load (PI) =
Length of adjoining wall (P2) =
Pl=
P2=
T=C = [
0.67
(4.5
369
(2.5 x
I
x
22.0) x
22.0)
9.0
12 +[( 9.0x 22.0)) 10 = 1760lb
x ( 1760 ) = 360 Ib
] - [ 1760 x .5 ] - [ 360] = 2083 Ib
Total =
[]EJ + 2083 = 2734 Ib
USE SIMPSON DESIGN HOLDOWNS
upper + lower =
SHEARWALL
49531b
28031b
77561b
Benter 1 for upper floor or 0 for main floor
1 enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
~ 89. PLF
,. -
Pi
9.0 ~
~
T t 5.50 .+c
1 4 x 0.93 x
USE &
2712 5
Tributary Area (Upper Floor)
~subdiaph.length
~totallength
I Tributa~ Area (Main Floor)
9 subdiaph.length
40.0 total length
10lb
3.0 ft
4.5 ft
IIOK
Tributary Area (Upper Floor)
c==JJsubdiaph.length
~totallength
IT'1 ^,,, (M.,o Flo"l
1 subdiaph.length
1.0 total length
10lb
2.5 ft
4.5 ft
!ISTHD10RJ II
Tributary Area (Upper Floor)
~subdiaph.length
[]Q]]totallength
10lb
2.5 ft
4.5 ft
~OK
260 = 339 PLF
Cill
~
--.
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
Weight of shear wall =
Tributary width for dead load (PI) =
Length of adjoining wall (P2) =
Pl= 0.67 (2.5 x 5.5) x 12 +[( 9.0x 5.5)) 10 = 440lb
P2= (4.5 I 5.5) x ( 440 ) = 360lb
T=C=[ 89 x 9.0 ] - [ 440 x.5 ] - [ 360]= 217lb
Total = upper + lower 1-1471 + 217 70lb
NO HOLDOWNS REQUIRED
PLAN 2266
MAIN FRONT SHEARWALL
V(from upper)= 4928 Ib 4953 Ib
V(from main)= 4524 Ib 2803 Ib
L (Wind) = 9452 Ib L (Smc) = 7756 Ib
L(tot) 1 11.51ft
v = 90 PLF
IBC 2306.4 1 ~
OVERTURNING
P2
~ 90
PLF
Pi
9.0
~
t/.6~ +
MIDDLE
V(from upper)= 492Blb
V(from main)= 4524 Ib
L (Wind) = 9452 Ib L (Smc) =
L(tot) 1 161ft
v= 295 PLF
IBC 2306.4 1 .
OVERTURNING
P2
~
PLF
9.0
~
T t 5.25 .+ C
MAIN REAR
V(from upper)= 49281b
V(from main)= 4524 Ib
L (Wind) :: 9452 Ib L (Smc) ::
L(tot) 1 11.251ft
v = 232 PLF
IBC 2306.4 1 ~
OVERTURNING
P2
~ 232 PLF
~
Pi
8.0 ~
~ ~
T t 3.75 .+C
December 11 , 2004
SDA Job#
2712
6
o enter 1 for upper floor or 0 for main floor
o enter 1 for right-left. or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
1 4 x 0.93 x
260 :: 339 PLF
~
~
-----+
USE 6.
Tributary Area (Upper Floor)
~subdiaph.length
~totaJ length
I T01 A.., 1M,;" ,.'"
o subdiaph.length
50.0 total length
Weight ofshear wall :: 10 Ib
Tributary width for dead load (P,) = 11.5 ft
Length of adjoining wall (P2) = 4.5 ft
IIOK
Tributary Area (Upper Floor)
[==:TIsubdiaph.length
~totallength
I T ~ A.., 1M';" '''''''J
1 subdiaph.length
2.0 total length
10tb
8.0 ft
4.0 ft
IISTHDBRJ
Tributary Area (Upper Floor)
c::::TI]]subdiaph.length
~totallength
10lb
7.8 ft
4.5 ft
IIOK
Height of shear wall =
Length of shear wall ::
Aspect Ratio OK
P1= 0.67 (11.5 x 2.7) x 12 +[( 9.0x 2.7)] 10 = 406/b
P2= (4.5 I 2.7) x ( 406 ) = 6841b
T=C=[ 90 x 9.0 ] - [ 406 x.5 ] - [ 684) = -78 Ib
Total :: upper + lower 1-6511 + -78 = -7291b
NO HOlDOWNS REQUIRED
SHEARWALL
4953 Ib
28031b
77561b
Benter 1 for upper floor or 0 for main floor
o enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
1 4 x 0.93 x
260 = 339 PlF
~
~
-----+
USE~
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
Weight of shear wall =
Tributary width for dead load (P1) =
Length of adjoining wall (P2) =
P1 = 0.67
P2 = (4.0
T=C = [ 295
5.3) x
5.3)
9.0
12 +[( 9.0x 5.3)) 10:: 651tb
x ( 651 ) = 4961b
]-[ 651 x.5 ]- [ 496]= 1837/b
(8.0 x
I
x
Total =
upper + lower ::
I -6231 + 1837
12141b
USE SIMPSON DESIGN HOLDOWNS
SHEARW ALL
4953 Ib
28031b
7756 Ib
Benter 1 for upper floor or 0 for main floor
o enter 1 for right-left, or 0 for front-rear walls
1 Enter 1 for Wind or 0 for Seismic
1 4 x 0.93 x
260 = 339 PLF
~
~
---.
USE &.
Height of shear wall =
Length of shear wall =
Aspect Ratio OK
Weight of shear wall =
Tributary width for dead load (P 1) =
Length of adjoining wall (P2) =
P1= 0.67 (7.8 x 3.8) x 12 +[( 8.0x 3.8)J 10 = 4331b
P2= (4.5 I 3.8) x ( 433 ) = 519Jb
T=C=[ 232 x 8.0 ] - [ 433 x.5 ] - [ 519] = 11181b
Total = upper + lower = /-1345/ + 1118 -227 Ib
NO HOLDOWNS REQUIRED
/ l...... _ --z., --. \ -z:.-/_--;/~'-'-
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e-g""^P '? ~ v ''''''
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CA/~ <.,?/Ir\
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<-
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~ -=- os C. <VD --, *' /he tOJ z. '/..'a:J f1.- 1"-
tV.KV
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cO VVI/~1 At-- ?
t/4 t.- '> ((AM 11 {(fJ p;;.v
o c
Title
Dsgnr'
Description
Scope
7))3
Job#
Date: 12:19PM, 11 DEe 04
Rev: 5SlYJ03
Usee KW-06D5067. Vcr 5,8.D. 1-Dec 2003
(c)1983-2003 8'1ERCALC Engineering Softw;;re
Page 1
General Timber Beam
Description
General Information
Code Ref' 2001 NOS. 2003 IBC. 2003 NFPA 5000. Base allowables are user defined
Section Name
Beam Width
Beam Depth
Member Type
Prllm: 5.25x11.875
5.250 in
11.875in
Manuf/So. Pine
Load Our Factor
Beam End Fixity
1.000
Pin-Pin
Center Span 17.50 ft
Left Cantilever ft
Right Cantilever ft
Truss Joist - MacMillan, Parallam 2.oE
Fb Base Allow 2.900.0 psi
Fv Allow 290.0 psi
Fc Allow 650.0 psi
E 2,000.0 ksi
.Lu
.Lu
.Lu
0.00 ft
0.00 ft
0.00 ft
,- --~ --
! Trapezoidal Loads
-- - ",."""""~~
#1 DL @ left
DL @ Right
#2 DL @ Left
DL @ Right
I Summary
176.00 #/ft
176.00 #/ft
209.00 #/ft
209.00 #/ft
II
-=----. '-~"'=!l!:=-""j
"-"---"='_'J'''_''_~~'''~~__~C ---=-~~~-=~~~_.,=..=.._~,~~..~=,=~J
LL @ Left
LL @ Right
II @ Left
II @ Right
104.10 psi
290.00 psi
320.00 #/ft
320.00 #/ft
430.00 #/ft
430.00 #/ft
Maximum Shear * 1 5
Allowable
Shear'
Camber:
Reactions...
left Dl
Right Dl
1.56 k
1.68 k
Start Loc
End loe
Start loc
End loc
@ left
@ Right
@ left
@ Center
@ Right
Max
Max
0.000 ft
12.500 ft
12.500 ft
17.500 ft
Beam Design OK
6.5 k
18.1 k
4.44k
4.95k
0.000 in
0.393 in
0.000 in
4.44k
4.95k
m
Span= 17.5oft, Beam Width = 5.250in x Depth = 11.875in. Ends are Pin-Pin
Max Stress Ratio 0,667 1
Maximum Moment 19.9 k-ft
Allowable 29.8 k-ft
Max. Positive Moment 19.89 k-ft at 8.960 ft
Max. Negative Moment -o.OOk-ft at 17.500 ft
Max @ left Support 0.00 k-ft
Max @ Right Support 0.00 k-ft
Max. Mallow 29.82
fb 1.934,55 psi tv
Fb 2,900.00 psi Fv
r Deflections
Center Span... Dead load
Deflection -0.262 in
. Location 8.820 ft
Length/Defl 800.7
Camber ( using 1.5 * D.L Def!) ..
@ Center 0.393 in
@ Left 0.000 in
@ Right 0.000 in
Total load
-0.753 in
8.820 ft
279.07
Left Cantilever...
Deflection
.length/Defl
Right Cantilever
Deflection
. Length/Defl
Dead load
0.000 in
0.0
0.000 in
0.0
T otalload
0.000 in
0.0
0.000 in
0.0
Title
Dsgnr'
Description
Scope
fA-
Job #
Date: 12:17PM. 11 DEC 04
Rev: 580003
User: K\tJ-060S067, Ver 5.8.0, l-Dec~2003
(c)1983-2003 ENERCALC Engineering Software
Page 1
General Timber Beam
Description
General Information
Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name
Beam Width
Beam Depth
Member Type
Prllm: 3.5x11.875
3,500 in
11.875in
Manuf/So. Pine
Load Dur Factor
Beam End Fixity
1.000
Pin-Pin
Center Span 10.50 ft
Left Cantilever ft
Right Cantilever ft
Truss Joist - MacMillan, Parallam 2.0E
Fb Base Allow 2,900.0 psi
Fv Allow 290.0 psi
Fc Allow 650.0 psi
E 2,000.0 ksi
.Lu
.Lu
.Lu
0.00 ft
0.00 ft
0.00 ft
Span= 10.50ft. Beam Width = 3.500in x Depth = 11.875in. Ends are Pin-Pin
Max Stress Ratio 0.885 1
Maximum Moment 17.6 k-ft
Allowable 19.9 k-ft
Max. Positive Moment 17.58 k-ft at 5.250 ft
Max. Negative Moment O.OOk-ft at 10.500 ft
Max @ Left Support 0.00 k-ft
Max @ Right Support 0.00 k-ft
Max. Mallow 19.88
fb 2,565.29 psi fv
Fb 2,900.00 psi Fv
Deflections
Center
Left Cantilever
Right Cantilever
mary
Center Span... Dead Load
Deflection -0.135 in
Location 5.250 ft
. Length/Defl 935.7
Camber (using 1.5. D.L. Den)
@ Center 0.202 in
@ Left 0.000 in
@ Right 0.000 in
481.00 #/ft
#/ft
#/ft
LL
LL
LL
795.00 #/ft
#/ft
#/ft
@ Left
@ Right
@ Left
@ Center
@ Right
Max
Max
Dead Load
0.000 in
0.0
0.000 in
0.0
Beam Design OK
8.2 k
12.1 k
6.70k
6.70k
0.000 in
0.202 in
0.000 in
6.70k
6.70k
Total Load
0.000 in
0.0
0.000 in
0.0
Maximum Shear * 1 5
Allowable
Shear'
Camber:
197.28 psi
290.00 psi
Reactions...
Left DL
Right DL
2.53 k
2.53 k
Total Load
-0.357 in
5.250 ft
352.70
Left Cantilever._
Deflection
. Length/Defl
Right Cantilever
Deflection
. Length/Defl
Title
Dsgnr'
Description
Scope'
Ie
Job#
Date. 12:32PM, 11 DEC 04
Rev: saor.J03
User: KW-WD5067, Var 5.8.0, 1-Dec-2003
(c)1983-2C03 ENERCAlC Engineering Software
Page 1
Description
General Timber Beam
General Information
Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name
Beam Width
Beam Depth
Member Type
Prllm: 5.25x11.875
5.250 in
11.875 in
Manuf/So. Pine
Load Dur Factor
Beam End Fixity
1.000
Pin-Pin
Center Span 10.25 ft
Lefl Cantilever fl
Right Cantilever fl
Truss Joist - MacMillan, Parallam 2.0E
Fb Base Allow 2,900.0 psi
Fv Allow 290.0 psi
Fc Allow 650.0 psi
E 2,000.0 ksi
.Lu
.Lu
Lu
0.00 ft
0.00 ft
0.00 ft
Center
Left Cantilever
Right Cantilever
DL
DL
DL
125.00 #/ft
#/ft
#/fl
LL
LL
LL
75.00 #/ft
#/ft
#/fl
Span= 10.25ft, Beam Width = 5.25Oin x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio 0.880 1
Maximum Moment 13.3 k-fl
Allowable 29.8 k-ft
Max. Positive Moment 13.34k-ft at 8.979 ft
Max. Negative Moment 0.00 k-ft at 10.250 ft
Max @ Left Support 0.00 k-ft
Max @ Right Support 0.00 k-ft
Max. Mallow 29.82
fb 1 ,297.53 psi tv
Fb 2,900.00 psi Fv
Deflections
, Point Loads
Dead Load
Live Load
.distance
4,130.0Ibs
7,012.0 Ibs
9.000 fl
Ibs
Ibs
0.000 ft
Center Span... Dead Load
Deflection -0.061 in
. Location 5.617 ft
Length/Deft 2,017 7
Camber ( using 1.5 . D.L. Detl )
@ Center 0.091 in
@ Left 0.000 in
@ Right 0.000 in
Ibs
Ibs
O.OOOft
255.31 psi
290.00 psi
Total Load
-0.141 in
5.699 fl
869.35
Ibs
Ibs
0.000 fl
Maximum Shear * 1 5
Allowable
Shear'
Camber:
Reactions...
Left DL
Right DL
114 k
4.27k
Ibs
Ibs
0.000 fl
@ Left
@ Right
@ Left
@ Center
@ Right
Max
Max
Dead Load
0.000 in
0.0
0.000 in
0.0
Ibs
Ibs
0.000 fl
Ibs
Ibs
O.OOOfl
Left Cantilever...
Deflection
. Length/Deft
Right Cantilever...
Deflection
. Length/Defl
Beam Design OK
15.9 k
18.1 k
2.38k
10.81 k
0.000 in
0.091 in
0.000 in
2.38k
10.81 k
Total Load
0.000 in
0.0
0.000 in
0.0
..' ~~~ erP'h~ L-: /9.S I
Gt ( e. Orz;.- 'lZ.- (2-f$~<tt e~ . G 2-D'?
e -=-(:;;, 5 /2- -4-1 t/"O CZ '7 'S /7:) -=- 0 s Z <; cjF- ~ '- -z...
o t(. t; t4-S to. ::'\ ~ ~ ,7
P"2.. ~ b.rdo 3. I 6~'- w=- '"2-(4'0 J+ g(tO ;t,f.a.{ (5'"2-) e I t1 SJ~tA=- j I SO
Sw ~?'ZS C 0/11/1 P 8JAr v'S -f: $ ~4--?}( I ~ Psc
i ~ (uPS~-r w~ ~
1 ~.~ 'j,~'1S
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~v:" 141.84-"
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wwww
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Structural Design Associates, Inc.
2210 Hewitt Ave, Suite 401
Everett, WA 98201
Title
Dsgnr
Description
Scope
Job # GA.-
Date: 11'12AM, 24 DEC 04
Rev: 580003
User: KW-0605067, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Page 1
Description
General Timber Beam
General Information
Code Ref' 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name
Beam Width
Beam Depth
Member Type
Prllm: 5.25x18.0
5.250 in
18.000 in
M~uf/So.Pine
Load Our Factor
Beam End Fixity
1.000
Pin-Pin
Center Span 19.50 ft
Left Cantilever ft
Right Cantilever ft
Truss Joist - MacMillan, Parallam 2.OE
Fb Base Allow 2,900.0 psi
Fv Allow 290.0 psi
Fc Allow 650.0 psi
E 2,000.0 ksi
.Lu
.Lu
.Lu
0.00 ft
0.00 ft
0.00 ft
I F~l Len~th l!niform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
118.00 #/ft
#1ft
#1ft
LL
LL
Ll
77.00 #1ft
#1ft
#/ft
.J
3,180.0lbs
5,480.0Ibs
3.500 ft
3,122.0Ibs
5,203.0Ibs
5.500 ft
Ibs
Ibs
0.000 ft
Ibs
Ibs
o.oOOft
Ibs
Ibs
0.000 ft
Ibs
Ibs
0.000 ft
Ibs
Ibs
0.000 ft
I Summary
I
Beam Design OK
Span= 19.50ft, Beam Width = 5.250in x Depth = 18.in, Ends are Pin-Pin
Max Stress Ratio 0.905 1
Maximum Moment 62.0 k-ft
Allowable 68.5 k-ft
Max. Positive Moment 62.02 k-ft at 5.538 ft
Max. Negative Moment 0.00 k-ft at 19.500 ft
Max @ Left Support 0.00 k-ft
Max @ Right Support 0.00 k-ft
Max. Mallow 68.51
fb 2,625.36 psi tv
Fb 2,900.00 psi Fv
I Deflections
Center Span... Deaet Load
Deflection -0.287 in
.Location 8.892 ft
.Length/DefI 815.3
Camber ( using 1.5 * D.L. Deft) ...
@ Center 0431 in
@ Left 0.000 in
@ Right 0.000 in
Maximum Shear * 1.5
Allowable
Shear'
Camber'
233.25 psi
290.00 psi
Reactions...
Left DL
Right DL
6.00 k
2.60k
@ Left
@ Right
@ Left
@ Center
@ Right
Max
Max
Dead Load
0.000 in
0.0
0.000 in
0.0
22.0 k
274 k
14.98 k
5.80k
0.000 in
0.431 in
0.000 in
14.98 k
5.80k
I
Total Load
0.000 in
0.0
0.000 in
0.0
Total Load
-0.695 in
8.814 ft
336.80
Left Cantilever
Deflection
.Length/Defl
Right Cantilever
Deflection
.Length/Defl
" ': -* ~
iviCE Parameters - Conterminous 48 States
Zip Code - 98597 Central Latitude = 46 861391
Central LongItude = -122.521453
Data are based on the 0 10 deg gnd set
Period SA
(sec) (%g)
02 1156 Map Value, Soil Factor of 1 0
1 0 035 1 Map Value, Soil Factor of 1 0
MCE Parameters x Specified Soil Factors
0.2 1202 Soil Factor of 1 04
1 0 0597 Soil Factor of 1 70
IA-