07-0210 Permit Pkg 060507Pay school mitigation prior calling for a final.
Gary
June 14, 2007
~oF THep City Of Yelm Permit No: BLD-07-0210-YL
r ~ Community Development Department Issue Date: 06/05/2007
°' (Work must be started within 180 da s)
Building Division y
Phone: (360) 458-8407 Receipt No: 48829
Y E L Fax: (360) 458-3144
Applicant:
Name: Bright Haven Builders Phone: 425-251-6175
Address: 18062 72nd Ave. S City: Kent State: WA Zip 98032
Property Information:
Site Address: 15414 Callie Ave. SE
Assessor Parcel No. 41610017500 Subdivision: Cherry Meadows Lot: 175
Contractor Information:
Name: Bright Haven Builders Contact: Phone: 425-251-6175
Address: 18062 72nd Ave. S City: Kent State: WA Zip: 98032
Contractor License No: BRIGHT6971 RT Expires: 12101/07335 Business License
Project Information:
Project: Cherry Meadows
Description of Work: Plan 22126, Lot 175
Sq. Ft. perfloor: (1st) 1252 (2nd) 1168 (3rd) 0 Garage 418 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 1,683.39 993.75 689.64 5.6000 123.1500 $1,000
Building Plan Review 1,094.20 0.00 0.00 0.0000 0.0000
Mechanical Permit 78.25 0.00 0.00 0.0000 0.0000
Plumbing Permit 139.00 20.00 119.00 7.0000 17.0000 Fixture
Sewer ERU 5,725.00 0.00 91,600.00 5,725.0000 1.0000 ERU
Sewer Inspection 145.00 0.00 145.00 145.0000 1.0000 ERU
Water ERU 1,500.00 0.00 1,500.00 1,500.0000 1.0000 ERU
Water Meter (SFD) 300.00 300.00 0.00 0.0000 0.0000
Consumer Dep 90.00 90.00 0.00 0.0000 0.0000
Traffic Facilities Charge 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip
Fire District Impact Fee 613.01 0.00 613.01 0.2160 2,838.0000 square foot
State Building Fee 4.50 4.50 0.00 0.0000 0.0000
TOTAL FEES: $12,129.85
Applicant's Affadavit
OFFICIAL USE ONLY
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 certfy that the proposed structure is in conformity with all applicable City of # Sets of Prints:
Yelm regulation ncluding those governing zoning and land subdivision, and in addition, all covenants,
easements an stricti s e d. If plyi s a contractor, I futher certify that I am currently
registered in t S e a ing n. ~ Flnal Inspection:
Signature ~-L~ Date ~ Date:
Firm By'
-~ -
CITY OF ~"'
YELM
P.O. Box 479
Yelm, WA 98597
360-458-3244
RECEIPT No. 4 8 8 2 7
RECEIVED
****ELEVEN THOUSAND FIVE HUNDRED SEVENTY EIGHT DOLLARS & 11 CENTS
RECEIVED FROM DATE REC. NO. AMOUNT REF. NO.
BRIGHT HAVEN BUILDERS 06/05/07 48827 11,578.11 CHECK 3635
18062 72ND AVE S
KENT WA 98032 BUDGETARY
BLD-07-0205-YL PERM1591.83,PLREV672.54.MECH84.75,PLUM132.SERU5725.SINSP145
WERU1500.WMET300.CONDEP90.TRAFF757. 50.FIRE574.99.STFEE4.50
CITY OF
YELM
P.O. Box 479
Yelm, WA 98597
360-458-3244
RECEIPT No. 4 8 8 2 8
RECEIVED
****ELEVEN THOUSAND SEVEN HUNDRED FORTY SI% DOLLARS & 88 CENTS
RECEIVED FROM DATE REC. NO. AMOUNT REF. NO.
BRIGHT HAVEN BUILDER 06/05/07 48828 11,746.88 CHECK 3635
18062 72ND AVE S
KENT WA 98032 BUDGETARY
BLD-07-0211-YL PERM1683.39,PLREV711.23.MECH78.25PLUM139.SERU5725.SINSP145
WERU1500.WMET300.CONDEP90.TRAFF757.50.FIRE613.01STFEE4.50
CITY OF
YELM
P.O. Box 479
Yelm, WA 98597
360-458-3244
No. 48829
RECEIVED
****TWELVE THOUSAND ONE HUNDRED TWENTY NINE DOLLARS & 85 CENTS
RECEIVED FROM DATE REC. NO. AMOUNT REF. NO.
BRIGHT HAVEN BUILDER 06/05/07 48829 12.129.85 CHECK 3635
18062 72ND S
KENT WA 98032 BUDGETARY
BLD-07-0210-YL PERM1683.39,PLREV1094.20,MECH78.25PLUM139.00SERU5725.SINSOP145
WERU1500.WMET300.CONDEP90.TRAFF757.50.FIRE613.01 ST FEE4.50
~=i~; ?lj_~?i~7 ~_: ~_~ d_~='151?=' E~FIGHTHAVEtI C.^,F'E F'.^,GE 0'3
W~Z17_Z ~, ~ N~~d
ELI : ~ ~0~
,tih
F-
CITY OF YELM
RE ^( ENTIAL BUILDING PERMIT APPLICAT __ ! FORM ~ ~ ~ ~ ~ ` `®
Project Address: ~7 1,~ \~ ~ ~ '~ ~~ Parcel #: Vii
MAY 2 9 2007
Subdivision~l-I F_ TZ~Cy WI IF~tOU~'b~t~:~~ Zoning;
]?9. New Construction u Re-Model / Re-Roof /Addition a Home Occupation Sign
u Plumbing a Mechanical U Mobile /Manufactured Home Placement a Other
Project Description/Scope of Work: S F t"}
Project Valu~~Z~L~~l' roc,
Building Area (sq. ft) 1~' Floor Z~- 2"d Floor~~~.. Garage ~Q Deck'
~~~ x'22-12.6 N Basement Carport Patio~~
# Bedrooms # Bathrooms~7S Heating: GA THER or ELECTRIC (Circle One)
Are there any environmentally sensitive areas located on the parcel? ~ ~ If yes, a
completed environmental checklist must accompany permit application.
BUILDING OWNER NAME: "~
ADDR SS - ~ EMAIL
CITY •~ ~ STATE~_ZIP 8 TELEPHONE `f ~ -~~ I ~ [v! 75
MECHANICAL CONTRACTOR `~. 5F ~ TELEPHONE .~c;rG - k~l ~ - s~.i~~(.u
ADDRESS i~0 ~1 error' C',{• t~- ~'r~ ~x ly' EMAIL <<i`~t-k. ea n ~'tcx~~^ .~:.: ~ ~ c:orv;
CITY ~~ • I V~-+' t U STATE t+ur~ ZIP ~i~.3X -~ FAX.~,~~~ ° .~~3 ~ .:rC ~~~ 3
CONTRACTOR'S LICENSE #;,'R5. r_HH v5~,~1+ EXP DATE CITY LICENSE #
Copy of mitigation agreement with Yetm Community Schools, if applicable.
I hereby rtify that the above information is correct and that the construction on, and the occupancy and the use of the
above scribed p will be in accordance with the laws, rules and regulations of the State of Washington and the
City o el
Z
Ap icant's ignature Date
Ow er I Contractor ! er'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
I05 Yelm Avenue West (360) 458-3835
PO Box 479 (360) 458-3144 FAX
Yelm, WA 98597 mmru.ci.yelm.wa.ua
• QO~/ ~~~ ~u ~~~~~~Q~~~ ~ Dp C~~~C~3u`1 ~~~0 10570 SE Washington St.
Sutte 210
- CI~/IL - STRUCTURAL ENGINEERS Portland, OR 97216
-- Tel. 503-254-6292
Fax 503-254-6761
LATERAL ANALYSIS
May 21, 2007
Stock Plan 22126A
Lot 169, 9201-9215 Killion Road
Yelm 98597
85 mph 3-Second Gust, Exposure B; Seismic Category D
2003 IBC / 2007 OSSC
Mascord Design Associates
1305 NW 18`h Avenue
Portland, OR 97209
Tel. 503-225-9161
BUYER HEREBY
AND ALL
ROWEI.L ENGINEERING & DESIGN, WC. SHALL HAVE NO OBLIGATION OF LIABILITY, WHETHER ARISING !N CONTRACT
(WCLUDING WARRANTY), TORT (INCLUDING ACTIVE., PASSIVE OR IMPUTED NEGLIGENCE) OR OTHERWISE, FOR LOSS OF
USL•, REVENUE OR PROFIT, OR FOR ANY OTHER INCIDENTAL OR CONSEQUENTIAL DAMAGES.
III. THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. Calculation by RM
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Project __
ay
Date
Sheet ~ of
0
UP~E2 I ~O_O~' PL A~~ (F LPANEL & HOEDOWN NFORMAT ON PRIOR TO CONSTRUCf10N
SGALE v4' I'-0'
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w~~ C35'~S ~
~ ¢ ~~~ .
b•b POSi pLN }o ~..
"i~'tP9(~I' CFYab
C0. ELSE /TYPI `
JC °iTED F! OCR'
~ O U N D A ION PLAN IF P NEL & HOLDONN NFORMATtON PR OR TOTCONSCR EUC•170N
SNEARUJALL SCHEDULE NOTES
• PANEL INTER`I. SILL PLATE
IARK WALL COVER FAS7ENER5 EDGES STUDS SIZE AB. REMARKS
'
SPAG
G
MS/32' APA.- IbGA STAPLE 3' O.C. 6' O.G. 8d cOMI"ION ~ b• o.G I. 'F. RH. P-NAIL' -DESIGNATES a
RATED 5HT'G 0.131'• x 2' b' O.G. 12' Q.C. 2x g4' O.C. 9UITAE7LE 9UE18T. FOR FULL ROUND-HEAD POUTER NAIL.
F. RH. P•NAIL 0.13P• F. RH. P-NAIL
?- ALL EXTERIOR WALLS MUST HAVE
Ig/32' APA.- IbGA STARE 3' O.G. 6' O.G. 1'ry' LONG x l/Ib' WIDE
• IS/3?' APA-RATED SHEATHING AND
RATED SHT'G ~
mJ49•• x 2 .' b• O.G
12. O.G. 2x 4g
o:G. SraPLES uY GROUNB
F
' 0.131'o x ?' F. RH. POWER NAIL
.
F. RH. P-NAIL PARALLEL uY
RAM
G (OR EQUIV. FASTENER) AT MINIMUM
Ig/32' aPA- 0.148'o x 1'.'
'
' 3x OR 4x REC711IRED ar
30' O
G 6' O.C. EDGE NAIL'G SET FLUSH W/
RATED SHT'G FULL ROUND- 4
O.C. 12
O.G. .
3X
. ALL PANEL JOINrs. THE SURFACE OF THE SHEATHING.
HEAD P-Na1L ALL PANEL EDGES TO BE BLOCKED
15/32' APA.- 0.148'• x 2'..• 2. O.G.
' 3x OR <x REQUIRED AT ~
' (TYPE 'S' WALL IS STANDARD)
RAZED SHT'G O.G.
FULL ROWD- STAGRD 8 3X 18
O.C. ALL PANEL JOINTS.
HEAD P-NAIL 3. ANY FASTENER EXPOSED TO
IS/32' A.pA. ~K$ 0.148'• x 2'%•
4' O.C.
E
'
3x OR 1x REQUIRED AT
• WEATHER SHALL BE GALVANIZED.
G
RATED SHT FULL ROUND-
8' O-G.
ST'~'~' O~_
3X Ig
ALL PANEL JOINTS.
EACH SIDE HEAD P-NAIL 4. HOLDOUNS OGGUR a EA. END OF
IS/32' APA. 0.148'o x 2'6' 6X6 POST EACH END OF EA. SH'WALL ~ FASTEN TO MIN. DBL.
F RATED SHT'G FULL ROUND- 2 O.G. b' O.G.
ST'~'~' 3X 9' OC. WALL. 3x6 STUDS ~ ALL ?X STUDS, UNLESS OTHERWISE NOTED.
'
EACH SIDE HEAD P•NAIL PANEL JOINTS. WALL SHT
G SHALL BE EDGE NAILED
10d COMMON NAIL QIC SUBSTITUTE FOR ANY 0.148'0 l9 GA.) P-NAIL. TO ALL HOLD'N STUDS.
ALL PANEL EDGES OF SHEARWALLS MUST BE BLOCKED. 5. EDGE NAIL ROOF AND FLOOR SHT'G.
TO RIM JOISTS/BLKG. ~ FASTEN TO
WALL IE W/SIMP. 'L850' OR 'LTP4' o
NOLDOUJN SCHEDULE SPACING- •A• ~ •s• WALLS - ?l' o.c.
'B' - ?3' O.C., 'C'- 15' O.C., 'D' - 9'
'E' - ~' O.C., 'F' - 4~ie' O.C.
IARK HOLDOu.N FASTENERS MARK HOLDOLLN FASTENERS
6. LAP WALL PLATES MINIMUM 4'-0'
NO SPEGIA CONNECT BTM. le TO STUN. SPLICES W/(8) I(od EA. SIDE
HOL001UN
R
D FLR JST/BM/BLK'G
'
~ STHDI4RJ' !38) Ibd SINKERS
• CONNECT SNEARIIJALL BOT. f2 TO
REQUI
E W/ 16d a 4
O.C. FRAME BELOUI W/ Ibd c 4' O.G.
-- SHEARWALL SHT'G MUST EXTEND
*'CM8T12'x !~) Ibd COMMON !32) 16d SINKERS
'
' FROM BOTTOM TO TOP PLATES.
I 36' LONG NAILS AT EACH END ~
'
'
O NTT??
~ SIMF'SON 'SSTB24'
NC
S
a I
ii
oc. STAGRD. HOR BOLT
A
. ~. EQUIVALENT HOEDOWNS, STRAP'S
'
' CII) 16d COMMON ** (3I 1'e'o A301 BOLTS S
M
T
E
CMSTI?
x
* '
'
'
' AY
BE SUBST
ITUTED FOR THOSE
,~ 48' LONG NAILS AT EACH END ~ HDSA
i SIMF" ~
SSTB28
ANCHOR BOLTS SPECIFIED FROM 'SIMPSON'.
v a 13i,' oc. STAGRD. .
*'CMSTI?'x lIS) Ibd GCMMON **
'
' l4) v'o A301 BOLTS
'
' NOT BE INTERUPTED BY ANY WALL
~~ 60' LONG NAILS AT EACH END
e
~
'
S 10 HD10A ~ SIMF'SON
SSTB28
ANCHOR BOLTS BUTTING INTO SHEARWALL
I
%
o.c.
TAGRD. .
** f38) 16d SINKER l5) I'e A301 BOLTS ~ 9. BUILDER TO VERIFY ALL
~, 'MSTGlB' NAILS AT EACH END II 'HDIS' 11~~ H
R
EA
D
ED
ROD FOR ALL PER
IS MF'SONT ATALO~C
IO
R
B
O
T a
-INDICATES SPECIAL HOEDOWN CONDITION
P (3) 3'o WASHERS HOLDOUNS/STRAP CONNECTIONS.
~
(SEE DETAIL OF CORRESPONDING NUMBER) BETWEEN l?)NUTS.
'
MIN. 14
FOOTING
ENT 10. FASTEN MUDSILL les TO FDTN.
~
'
'
'
EMBEDM
. o ABa ~ B.P.
8-3. MIN- l
Wf
%
EMBED
LECxEND 6x6 POST REQUIRED. TO GONG. SEE SCHEDULE FOR SPACING
® SHADED AREA, PROVIDE IS/32' • APPROX. HOLDOUN LOCATIONS
OO
MIN. APA RATED FLOOR SNEATH'G DETAIL REFERENCE TAG
W/ Sd COMMONS e 6' OG o ALL ~ SHEARWALL LOCATIONS '
DETAIL REFERENCE FOR
I S
PANEL EDGES t PERIMETER, ,
1?' OG IN FIELD. BLOCK ALL 3X 3X SILL PLATE REQ'D OPTIONAL CONDITION
.
PANEL EDGES W/ ? X 4 FLAT. F~
* - SIMPSON 'MSTI' OF EQUAL LENGTH MAY SUBSTITUTE FOR 'CM8T12'.
8• SHEATHING ON SHEARWALLS SHALL
** -USE MIN- 4X STUD EA. END SHEAR PANEL FOR HOLDOWTJ.
BUILDER TO VERIFY ALL INSTALLATION REQUIREMENTS
PER 'SIMPSGN' CATALOG FOR ALL HOEDOWN CONNECTIONS. LArt2oao6
,~'~ ~
I~
ST/~f~IPn~~ Nu~''~=S
" _ (~ R ~~T SCR y "~ C ofyty iL c.T- u n-
~I~---- EXTEND SHEARWALL THRWGH
~' ~ INTERSECTING WALL. -su.~sorl-Q.sr 12 x I~xcrx
- - SPECIFIED ON PLAN. CONNECT TO
BEM ~x Bwcxrr+G, OR Toe HwTs
'NT1H 16d COMMONS ®J X' O.G
CONNECT FLOOR D[APIDtAGM TO
Truss Manufacturer to provide shear panels between DFaM OR ~x BLOCxu+c wml loa
co~.soNS~ ~- o.G
trusses. Shear panels to provide 170 plf of lateral shear
Z. capacity. Nail root sheathing to top chord of shear panel "sD~solr' a Is x [F2IOTH
with!!d commons @ ~" o.c. fasten bottom chord of shear sPECTFTmoNPLAN. aoNNECrTo
BEAN, 2X BIACfJNC, OR TOP P[wTE
onel to to late with 1) ESSO. ~ wr>N ~ ~*~s B z vla"o.G
CONNECT FLOOR p1AP11MGM TO
BEAM OR ZX BLOCxING RTrH td
COMMONS ~" O.G
r-+~fZ~P FtZom /~-fi3UV~E
A I Jo ~ STRAP AROUND BEM/ oR Dgi,
r. ~ WRAP STRAP AROUND BEAM OR DBL
A ~ ~ TOTO POST~wI IH~Q) STl Es AT EACH ~
END.
WRAP SIBAP AROUND BEAM OR DBL
JOIST. CONNECT BF~Vd OR DBLl06T
143 To WALL ORBP.AMwrtx(T)TS1a.AT
EACH END
WRAP STRAP AROUND BEAM OR DHL
AT EuaJ EFID wml ®BELOw.
WRAP STRAP AROUND BEAI.J OR DBL
JOIST. OODaiEC2' BEAM OR DBL 701ST
TO WALL OR BEAM (2) ST6I24~
AT EACH FND WTIN~BELOW.
ROWELL ENGINEERING & DESIGN
p3 OSG CONNECT 70P PLATE 7'O
cIRDFR TRUSS.
1
~CrNNECT DEAMr Det FLOOR
fl~ TO TOt HATE. CONNFXT ~
ii// F7.OOR D(AH[MOM TO BEAM~DBL
JO[ST rrTTFt W ~ 6" O.C {
CONNECT B[AM( DDI, JOLSf TO i
BFAM/OBI. JOIST.
(~ / CONNECT DEMO DDL FLOOR
Fib 1D6'FTOTOPHATE.OONNECT
FLOOR DIAPHMGM To DFAMTBL
JOIST wrtFi lad ~ 6" O.G
~1
T
P " ooru~ECT BEAM/,)BI. Jorsr TO ~-
DL JOLST.
Sl~~~rH IN(,-
PROVIDE I vJrMIN. PLYWOOD ROOF'
S~ sHEATwxc wrea oolusorrs ~ ~
O.G AT ALL PANFJ. EDGES AFID
PFRID4TER Ir O.G uJ FIELD.
HLOC$ ALL EDGES.
PROVIDEIY32"MBJ.PLYWOODROOF
~~:,,~ sJmATHwc wind coMrdolJS ® r
`,~j
.(
J~ - O.G AT ALL PANEI. EDGES AND
~
J PERDAEIER Ir O.C. IN FOLD.
BLOCK ALL EDGES.
PROVIDE 1srJr MIN. H.YwooD RooF
s1~THn+c wnoa cor.D.coNS g r
S3 O.CATALLPANEI.ID(R:SAHD
PERIME7£R, 12" O.G IN FIELD.
BIACK ALL EDGES. -
PROVIDE IYJrMIN. PLYWOOD.
FTACkUC.EBING SHEATI@IG woad
,sy COMMONS Q 6" O.G AT ALL PANEL
EDGES AND PERIMETER, 12' O.G IN
FIELD. BLOCK AIL EDGES.
PROVIDE IJ/Jr MIN. PLYWOOD
55 FLOOR,rED,mro SF{FaTHRK3 w/8d
COMMONS ®1" O.C AT ALL PANEL
EDGES AND PERIMETER, ! 2" O.G iN
FIELD. BI.OCKALLEDGF.S.
PROVIDE 1XS7"AJIN. PLYWOOD
5 ~ FT.OORK.FIl.ING SHEATHING W110d
COMMONS Q !" O.G AT ALL PANEL
EDGES AND PFRIMETER, 1 r O.G B4
FTF1.D. BIACRALLFDGES
Project ST~/~y~l(J I~ (Z{] N O TY"C L~CT F-t~Jp Sheet
13
TiSTl48'
l4l-TOTAL
. `. ~.I (CONTNJl10U~1
C~.4FZAC~E
lOR OTHER OF'EN'G!
- 6/32' APA-RATED SNT11Ys
FROh1 SINGLE SHEET,
FASTENED PER SHEAR
SCHEDULE S('ECIFIGATIONS
AND NOTES
- BLOCK ALL PANEL EDGES
F'ER SNEAK SG-IEDU•E
SPEG~IGATION^,a ~ NOTES
REBAR 60 CsRAD
1° ~ •j ~' I• • PANEL WIDTH
'~ 1 1 _ _ T ~ I 3 TIES
N ~~______ __====al
p p II
~fLf== r'--YIIJj~ 11 II ip
~ TIES N ~I II ul p Q lQ------Q-----
~ ~. OG M N
r ___ N ___ N PLAN VIEW OF
~--- ---fib n
(3! 5 STEM WALL
~~~ NARROLU SNEAK PANEL
~~ NO SCALE (REDUCES PANEL NGTJ
l~~~~~~sQO~~
~~~~~~ 0~~° DRAUJN BY- JKK
CIVIL.- STRUCTURAL ENGINEERS D A'~'•E-
H 1 Q-II-/~?
V K/.J
4S SE. W2" Mk 15031 25a.G2g7
tWRTLANO, OR. 9Tr6 t-A%: (5031 25~~67W
unoa: mloe.o.en.nq.<em
~~
Conterminous 48 States
2003 International Residential Code
Zip Code = 98597
Residential Seismic Design Category
Ss and S1 =Mapped Spectral Acceleration Values
Site Class D - Fa = 1.04, Fv = 1.69
MCE MAP VALUES
Short Period Map Value - Ss = 1.16g
1.0 sec Period Map Value - S1 = 0.36g
RESIDENTIAL DESIGN INFORMATION
Short Period Map Value - Ss = 1.16g
Soil factor for Site Class D - Fa = 1.04
Residential Site Value = 2/3 x Fa x Ss = 0.808
G~
MASCORD DATE: OS/21/07 PROJECT:22126A
DESCRIPTION: 2003 IBC, Binder-Stock
SIMPLIFIED STATIC PROCEDURE - 2003 IBC BY: MA/RM
WIND SPEED: 85
EXPOSURE: B
SEISMIC CAT: D
(SDS-2/3 SMS) 0.800
R: 6.5
A u er: 1600
A main: 1960
ower:
Ab: 1960
Adjustment Factor for Building Height l~ = 1.00
Increase 110/B wind loads by 0.60
to obtain 85/B
1.2SDS 0.96
p Code 98597
V=1.2SDSW DL/R
Zi
ASD Load Combination = V/1.4 (Eq. 16-18)
PPER FLOOR
SF
WALL HT.
HEIGHT
LINEAL
FEET DL
DEAD
SQUARE LOAD
FEET POUNDS
V
SEISMIC
POUNDS
LOAD
COMB.
Eq. 16-18
ROOF/CEILING 1600 24000 3545 2532
EXT. WALLS 10 8 160 6400 945 675
INT. WALLS 8 8 140 4480 662 473
BRICK 40 0 0 0 0
TOTAL 34880 5152 6
MAIN FLUUR
ROOF/CEILING 15 360 5400 798 570
FLOOR 10 1600 16000 2363 1688
EXT. WALLS 10 9 170 7650 1130 807
INT. WALLS 8 9 110 3960 585 418
WALLS ABOVE 10880 1607 1148
DECK 10 0 0 0
BRICK 40 0 0 0 0
TOTAL 43890 6482 4630
LOWER FLOOR
ROOF/CEILING 15 0 0 0
FLOOR 10 0 0 0
EXT. WALLS 10 0 0 0 0
INT. WALLS 8 0 0 0 0
WALLS ABOVE 11610 1715 1225
DECK 10 0 0 0
BRICK 40 0 0 0 0
TOTAL 11610 1715 1225
REDUNDANCY FACTOR = 2-20/((Rmax)(Ab)1~2)
WHERE, Rmax = Vwa~l x (10/IN,)1 Vstory
Shear wall Allowable Floor to oor o own Floor to Foundation Holdown
Load (plf) ag Load Type Tag oa Type
S 260 1 1250 cMSTizxss• 6 3885 STHDI4RJ
B 310 2 1960 CMST12x48 7 5175 HTT22
C 460 3 2673 CMST12x60" 9 7460 HD8A
D 770 4 5800 MST72 10 9540 HD10A
E 920 5 7395 FTA-7 11 15305 HD15
F 1540
`~
DATE: 05/21/07 PROJECT:22126A
WALLS
LOAD
LINE
LENGTH OF SHEAR WALLS (FEET)
TOTAL ALL
HGHT. S , F .
BRICK
NOTES
V1 19.0 8.0 27.0 8
V2 3.5 13.5 17.0 8
V3 4.5 4.5 9.0 8
V4 11.0 10.0 21.0 8
V5 7.0 9.0 4.5 20.5 8
V6 0.0
V 7 0.0
V8 0.0
V9 0.0
V10 0.0
V 12 0.0
V 13 0.0
V 14 0.0
V 15 0.0
V 16 0.0
M1 23.0 15.5 38.5 . 9
M2 13.5 16.5 4.0 34.0 9 V2
M3 2.0 2.0 4.0 9 V3
M4 7.0 6.0 13.0 9 V4 50%
M5 3.5 8.5 4.5 4.0 20.5 9 V5
M6 5.0 3.5 8.5 9
M7 11.0 11.0 9 V4 50%
M8 0.0
M9 0.0
M 10 0.0
M 11 0.0
M 12 0.0
M13 0.0
M 14 0.0
M15 0.0
M 16 0.0
L 1 0.0
L2 0.0
L3 0.0
L4 0.0
L 5 0.0
L6 0.0
L7 0.0
L8 0.0
L9 0.0
L 10 0.0
L11 0.0
L12 0.0
L 13 0.0
L 14 0.0
L 15 0.0
L 16 0.0
DATE: 05/21!07 PROJECT: 22126A
WIND
EXPOS.
LENGTH
PLF FOR
EXPOS.
LOAD
FROM
ABOVE
TOTAL
LOAD HEAR
WALL
LENGTH
110/6
PLF ADJ.
85/6
PLF
NOTES
1 353 53 27.0 13 78
V2 2578 2578 17.0 152 91
V3 599 599 9.0 67 40
V4 4012 4012 21.0 191 114
V5 2133 2133 20.5 104 62
V6 0 0 0.0 0 0
V7 0 0 0.
V8 0 0 0.0 0 0
V9 0 0 0.0 0 0
V10 0 0 0.0 0 0
0 0.0
V12 0 0 0.0 0 0
V13 0 0 0.0 0 0
V14 0 0 0.0 0 0
V15 0 0 0.0 0 0
V16 0 0 0.0 0 0
0 12853
M 1 7 57 7 57 .38.5 191 114
M2 6322 6322 34.0 186 111
M3 2858 2858 4.0 715 427
M4 5211 5211 13.0 401 239
M5 4398 4398 20.5 215 128
M6 1706 1706 8.5 201 120
M7 4935 4935 11.0 449 268
M8 0 0 0.0 0 0
M9 0 0 0.0 0 0
M10 0 0 0.0 0 0
M11 0 0 0.0 0 0
M12 0 0 0.0 0 0
M13 0 0 0.0 0 0
M14 0 0 0.0 0 0
M15 0 0 0.0 0 0
M16 0 0 0.0 0 0
27 7
L 1 0 0 0.0 0 0
L2 0 0 0.0 0 0
L3 0 0 0.0 0 0
L4 0 0 0.0 0 0
L5 0 0 0.0 0 0
L6 0 0 0.0 0 0
L7 0 0 0.0 0 0
L8 0 0 0.0 0 0
L9 0 0 0.0 0 0
L10 0 0 0.0 0 0
L11 0 0 0.0 0 0
L12 0 U 0.0 0 0
L13 0 0 0.0 0 0
L14 0 0 0.0 0 0
L15 0 0 0.0 0 0
L16 0 0 0.0 0 0
l7
r~. .^r
~~
DATE: 05/21/07 PROJECT:22126A
SEISMIC
SEIS.
DIREC. O L
FLOOR SQR.
FEET o
OF FLR
WALL
BRICK
FROM
TOTAL SEIS.
UNIT
REDUN.
REDUN. ADJUST
UNIT
F-B L-R SHEAR SETS. SHEAR SEIS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR
V1 3680 8 50% 1840 0 1840 68 1.00 1.00 68
V2 X 3680 800 50% 1840 0 1840 108 1.00 1.00 108
V3 X 3680 260 16% 598 0 598 66 1.00 1.00 66
V4 X 3680 800 50% 1840 0 1840 88 1.00 1.00 88
V5 X 3680 540 34% 1242 0 1242 61 1.00 1.00 61
V6 3680 0% 0 0 0 0 0.00 0
7 68 0 0
V8 3680 0% 0 0 0 0 0.00 0
V9 3680 0% 0 0 0 0 0.00 0
V10 3680 0% 0 0 0 0 0.00 0
1 0 .0 U
V1'L 3680 0% 0 0 0 0 0.00 0
V13 3680 0% 0 0 0 0 0.00 0
V14 3680 0% 0 0 0 0 0.00 0
V15 3680 0% 0 0 0 0 0.00 0
V16 3680 0% 0 0 0 0 0.00 0
200% 0 7359
M1 X 4630 980 50°0 .2315 0 1840 4155 108 1.00 1.00 108
M2 X 4630 980 50% 2315 0 1840 4155 122 1.00 1.00 122
M3 X 4630 210 11 % 496 0 598 1094 274 1.00 1.00 274
M4 X 4630 440 22% 1039 0 920 1959 151 1.00 1.00 151
M5 X 4630 440 22% 1039 0 1242 2281 111 1.00 1.00 111
M6 X 4630 330 17% 780 0 780 92 1.00 1.00 92
M7 X 4630 540 28% 1276 0 920 2196 200 1.00 1.00 200
M8 4630 0% 0 0 0 0 0.00 0
M9 4630 0% 0 0 0 0 0.00 0
M10 4630 0% 0 0 0 0 0.00 0
M11 4630 0% 0 0 0 0 0.00 0
M12 4630 0% 0 0 0 0 0.00 0
M13 4630 0% 0 0 0 0 0.00 0
M14 4630 0% 0 0 0 0 0.00 0
M15 4630 0% 0 0 0 0 0.00 0
M16 4630 0% 0 0 0 0 0.00 0
1UU% /3b9 1 Eifi2U
L1 1225 0% 0 0 0 0 0.00 0
L2 1225 0% 0 0 0 0 0.00 0
L3 1225 0% 0 0 0 0 0.00 0
L4 1225 0% 0 0 0 0 0.00 0
L5 1225 0% 0 0 0 0 0.00 0
l6 1225 0% 0 0 0 0 0.00 0
L7 1225 0% 0 0 0 0 0.00 0
L8 1225 0% 0 0 0 0 0.00 0
L9 1225 0% 0 0 0 0 0.00 0
L10 1225 0% 0 0 0 0 0.00 0
L11 1225 0% 0 0 0 0 0.00 0
L12 1225 0% 0 0 0 0 0.00 0
L13 1225 0% 0 0 0 0 0.00 0
L14 1225 0% 0 0 0 0 0.00 0
L15 1225 0% 0 0 0 0 0.00 0
L16 1225 0% 0 0 0 0 0.00 0
0%
C`
DATE: 05/21/07 PROJECT: 22126A
WALL SUMMARY
WIND
UNIT Narrow
Panel SETS
UNIT C TR.
DESGN MAX.
UNIT
UPLIFT
SHEAR
HOEDOWN
NOTES
SHR ncreas SHR W S SHEAR WALL
78 1.00 68 X 78 625 0 OR 0
V2 91 1.14 123 X 123 987 S 0 OR 0
V3 40 1.00 66 X 66 532 S 0 OR 0
V4 114 1.00 88 X 114 913 S 0 OR 0
V5 62 1.00 61 X 62 497 S 0 OR 0
V6 0 1.00 0 0 0 0 OR 0
V7 0 1.
V8 0 1.00 0 0 0 0 OR 0
V9 0 1.00 0 0 0 0 OR 0
V10 0 1.00 0 0 0 0 OR 0
0 .00 0 0 R
V12 0 1.00 0 0 0 0 OR 0
V13 0 1.00 0 0 0 0 OR 0
V14 0 1.00 0 0 0 0 OR 0
V15 0 1.00 0 0 0 0 OR 0
V16 0 1.00 0 0 0 0 OR 0
M 1 114 1.00 108 X 114 1027 0 R 0
M2 111 1.13 138 X 138 1243 S 0 OR 0
M3 427 1.75 479 X 479 4308 D 4 OR 7
M4 239 1.00 151 X 239 2155 S 0 OR 0
M5 128 1.29 144 X 144 1292 S 2 OR 6
M6 120 1.29 118 X 120 1079 S 1 OR 0
M7 268 1.00 200 X 268 2411 B 3 OR 6
M8 0 1.00 0 0 0 0 OR 0
M9 0 1.00 0 0 0 0 OR 0
M10 0 1.00 0 0 0 0 OR 0
M11 0 1.00 0 0 0 0 OR 0
M12 0 1.00 0 0 0 0 OR 0
M13 0 1.00 0 0 0 0 OR 0
M14 0 1.00 0 0 0 0 OR 0
M15 0 1.00 0 0 0 0 OR 0
M16 0 1.00 0 0 0 0 OR 0
L1 0 1.00 0 0 0 0 OR 0
L2 0 1.00 0 0 0 0 OR 0
L3 0 1.00 0 0 0 0 OR 0
L4 0 1.00 0 0 0 0 OR 0
L5 0 1.00 0 0 0 0 OR 0
L6 0 1.00 0 0 0 0 OR 0
L7 0 1.00 0 0 0 0 OR 0
L8 0 1.00 0 0 0 0 OR 0
L9 0 1.00 0 0 0 0 OR 0
L10 0 1.00 0 0 0 0 OR 0
L11 0 1.00 0 0 0 0 OR 0
L12 0 1.00 0 0 0 0 OR 0
L13 0 1.00 0 0 0 0 OR 0
L14 0 1.00 0 0 0 0 OR 0
L15 0 1.00 0 0 0 0 OR 0
L16 0 1.00 0 0 0 0 OR 0
i ~o
rl:~
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STOCK PLAN
22126A
STRUCT
GRAVITY LOADS DESIGNED TO AFPA NDS-97 & NDS-Ol
FLOOR - 40# LIVE, 10# DEAD
ROOF - 25# SNOW
15# DEAD (SHAKE/COMP)
19# DEAD (CONC. TILE)
CEILING - 20# LIVE, 10# DEAD
DECKS - 60# LIVE, 10# DEAD
EXITS/STAIRS - 100# TOTA L LOAD
BEAM
CALCULATIONS
ALAN MASCORD DESIGN ASSOCIATES, INC'. 1305 N.W. I8"I'H AVE. PORTLAND, OR. 97209
~"~, /'~
B E A M A N A L Y S I S v1.5 SHARE ROOF
PREPARED BY:
Client:
Project :
Location:
Date:
Calculation By:
Comment:
Alan Mascord Design Associates, Inc
(503) 225-9161 Portland, OR
STOCK PLAN
22126A
Ml- FLR JST OVER GARAGE, FRONT
i1-24-2001
A.C.M.
(2) 2 X 10 DF#2 FLR JSTS @ 16" O.C.
$EAM AND LOAD DIAGRAM
P1
y
y
R1 R2
Reaction R1 = 680.5 lbs. Reaction R2 = 976.5 lbs.
Total load = 1,657.0 lbs.
Dimensions: Clear span = 10.0 feet, no overhang.
Point loads: P1 = 987.0 lbs. at 6.5 feet.
No triangular loads.
Uniform beam weight= 67 lbs/lf (= 670 lbs_ total).
No uniform loads.
Deflection limit (live load plus dead load): 1/360.
BEAM TYPE WOOD: DFL-REPET 2X10 #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs} 976.5 FV 95.0 Area (Sq.In.} 15 23
Moment (ft-lbs) 3,007.6 FB 1,200.0 Sect.Modulus 30 30*
Deflection (in) 0.33 E 1.20E6 Mom.Inertia 116 117
Actual Maximum Deflection = 0 .33 inches.
Maximum Deflection occurs at 5.5 feet.
Maximum Moment occurs at 6.5 feet.
MINIMUM BEAM SIZES (W x H): 3.000" by 7. 756"
MINIMUM BEAM AREA (Sq.In.) 23.27
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGWAL
,/-, ..i.
B E A M A N A L Y S I S v1.5 SHAKE ROOF
PREPARED BY:
Client:
Project
Location:
Date:
Calculation By:
Comment:
Alan Mascord Design Associates, Inc.
(503) 225-9161 Portland, OR
STOCK PLAN
22126A
M2- FLR JSTS OVER GARAGE,FRONT,BONUS
11-24-2001
A.C.M.
2 X 10 DF#2 FLR JSTS @ 16" O.C.
BEAM AND LOAD DIAGRAM
Pl
y
y
R1 R2
Reaction R1 = 518.8 lbs. Reaction R2 = 396.3 lbs.
Total load = 915.0 lbs.
Dimensions: Clear span = 10.0 feet, no overhang.
Point loads: P1 = 245.0 lbs. at 2.5 feet.
No triangular loads.
Uniform beam weight= 67 lbs/lf (= 670 lbs. total).
No uniform loads.
Deflection limit (live load plus dead load): 1/360.
BEAM TYPE WOOD: DFL-REPET 2X10 #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIBS REQUIRED ACTUAL
Shear (lbs) 518.8 FV 95.0 Area (Sq.In.} 8 11
Moment (ft-lbs) 1,171.5 FB 1,200.0 Sect.Modulus 12 14
Deflection (in) 0.33 E 1.20E6 Mom.Inertia 53 53*
Actual Maximum Deflection = 0.33 inches.
Maximum Deflection occurs at 5.0 feet.
Maximum Moment occurs at 4.0 feet.
MINIMUM BEAM SIZE (W x H) 1.500" by 7.497"
MINIMUM BEAM AREA (Sq.In.): 11.25
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
B E A M A N A L Y S I S v1.5 SHAKE ROOF
PRBPARED BY:
Client:
Project:
Location:
Date:
Calculation By:
Comment
Alan Mascord Design Associates, Inc
(503) 225-9161 Portland, OR
STOCK PLAN
22126A
M3- BM UNDER BUMP OUR 6XT WALLS
I1-24-2001
A.C.M.
5 1/8" X 10 1/2" 24F G.L. BM.
BEAM AND LOAD DIAGRAM
P1
y
i
R1 R2
Reaction R1 = 5,375.3 lbs. Reaction R2 = 2,887.7 lbs.
Total load = 8,263.0 lbs.
Dimensions: Clear span = 10.0 feet, no overhang.
Point loads: P1 = 5,761.0 lbs. at 3.0 feet.
No triangular loads.
Uniform beam weight= 67 lbs/lf (= 670 lbs. total}.
Uniform loads: U1 = 458.0 lbs/lf at 2.5 feet to 6.5 feet.
Deflection limit (live load plus dead load): 1/360.
BEAM TYPE LAM GLULAM (2400 Fb)
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear {lbs) 5,375. 3 FV 240.0 Area (Sq.In.} 34 50
Moment (ft-lbs) 15,767. 2 FB 2,400.0 Sect.Modulus 79 82
Deflection (in) 0. 33 E 1.80E6 Mom.Inertia 401 401*
Actual Maximum Deflection = 0.33 inches.
Maximum Deflection occurs at 4.5 feet.
Maximum Moment occurs at 3.0 feet.
MINIMUM BEAM SIZfi (W x H) 5.125" by 9.791"
MINIMUM BEAM AREA (Sq.In.} 50.18
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
~ ~
PREPARED BY:
Client:
Project:
Location:
Date:
Calculation By:
Comment
B E A M A N A L Y S I S v1.5 SHAKE ROOF
Alan Mascord Design Associates, InC
(503) 225-9161 Portland, OR
STOCK PLAN
22126A
M4- MAIN GARAGE BM
11-24-2001
A.C.M.
5 1/8" X 19 1/2" 24F G.L. BM.
BEAM AND LOAD DIAGRAM
P1 P2
1 y
i y
1
y
R1 R2
Reaction R1 = 9,959.5 lbs. Reaction R2 = 9,959.5 lbs.
Total load = 19,919.0 lbs.
Dimensions : Clear span = 19.5 feet, no overhang.
Point loads: P1 =
P2 =
No triangular loads.
Uniform beam weight=
Uniform loads: U2 =
Ul =
Deflection limit (li
2,888.0 lbs.
2,888.0 lbs.
586 lbs/lf
679.0 lbs/lf
679.0 lbs/lf
~e load plus dear
at
at
(_
at
at
~ 1
2.0 feet.
17.5 feet.
11427 lbs. total).
17.5 feet to 19.5 feet
0.0 feet to 2.0 feet
gad): 1/360.
BEAM TYPE LAM GLULAM (2400 Fb}
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 9,959.5 FV 240.0 Area (Sq.In.) 62 87
Moment (ft-lbs) 34,969.0 FB 2,400.0 Sect.Modulus 182 249
Deflection (in) 0.65 E 1.80E6 Mom.Inertia 2,120 2,120*
Actual Maximum Deflection = 0.65 inches.
Maximum Deflection occurs at 9.5 feet.
Maximum Moment occurs at 9.5 feet.
Size Factor = 0.962 DETERMINING FACTOR =
MINIMUM BEAM SIZE (W x H) 5.125" by 17.059"
MINIMUM BEAM AREA (Sq.In.) 8?.43
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIALt$~~7„T~J~'IfJNS
B E A M A N A L Y S I S v1.5 SHAKB ROOF
PREPARBD BY:
Client:
Project
Location:
Date:
Calculation By:
Comment:
Alan Mascord Design Associates, Inc
(503) 225-9161 Portland, OR
STOCK PLAN
22126f}
MS- PORCH BEAM (SIDBS}
08-13-2001
A.C.M.
6 X 12 DF#2 BM OK
BBAM AND LOAD DIAGRAM
R1 R2
Reaction R1 = 837.0 lbs. Reaction R2 = 837.0 lbs.
Total load = 1,674.0 lbs.
Dimensions: Clear span = 6.0 feet, no overhang.
Shear (lbs) 837.0 FV 85.0 Area (Sq.In.) 15 24
Moment (ft-lbs} 1,255.5 FB 875.0 Sect.Modulus 17 17*
Deflection (in) 0.20 S 1.30B6 Mom.Inertia 31 37
Actual Maximum Deflection = 0.17 inches.
Maximum Deflection occurs at 3.0 feet.
Maximum Moment occurs at 3.0 feet.
MINIMUM BEAM SIZB {W x H) 5.500" by 4.334"
MINIMUM BBAM AREA (Sq.In.): 23.84
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
S H A M A N A L Y S I S v1.5 SHAKB ROOF
PREPARED BY:
Client:
Project:
Location:
Date:
Calculation By:
Comment:
Alan Mascord Design Associates, Inc.
(503) 225-9161 Portland, OR
STOCK PLAN
22126A
FLR JSTS OVER FRONT OF GARAGE
08-13-2001
A.C.M.
M2-2 X 10 DF#2 FLR JSTS C~ 16" O.C. OR
BEAM AND LOAD DIAGRAM
P1
•
R1 R2
Reaction R1 = 486.2 lbs. Reaction R2 = 615.8 lbs.
Total load = 1,102.0 lbs.
Dimensions: Clear span = 10.0 feet, no overhang.
Point loads: P1 = 432.0 lbs. at 6.5 feet.
No triangular loads.
Uniform beam weight= 67 lbs/lf {= 670 lbs. total}.
No uniform loads.
Deflection limit (live load plus dead load): 1/360.
BEAM TYPH WOOD: DFL-RBPBT 2X10 #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPBRTIHS RBQUIRBD ACTUAL
Shear (lbs) 615.8
Moment (ft-lbs) 1,744.9
Deflection (in) 0.33
Actual Maximum Deflection
Maximum Deflection occurs
Maximum Moment occurs
FV
FB
H
= 0
at
at
95.0 Area (Sq.In.) 10 13
1,200.0 Sect.Modulus 17 17*
1.20E6 Mom.Inertia 72 73
33 inches.
5.0 feet.
6.5 feet.
MINIMUM BEAM SIZE (W x H): 1.500" by 8.354"
MINIMUM BEAM AREA (Sq.In.): 12.53
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
B E A M A N A L Y S I S v1.5 SHAKE ROOF
PREPARED BY:
Client.
Project
Location:
Date:
Calculation By:
Comment:
Alan Mascord Design Associates, Inc
(503) 225-9161 Portland, OR
STOCK PLAN
22126A
M6- FRONT PORCH BM
11-18-2001
A.C.M.
6 X 12 DF#2 BM.
BEAM AND LOAD DIAGRAM
•
R1 R2
Reaction R1 = 1,178.0 lbs. Reaction R2 = 1,178.0 lbs.
Total load = 2,356.0 lbs.
Dimensions: Clear span = 19.0 feet, no overhang.
No point loads.
No triangular loads.
Uniform beam weight= 19 lbs/lf (= 361 lbs. total).
Uniform loads: U1 = 105.0 lbs/lf at 0.0 feet to 19.0 feet.
Deflection limit (live load plus dead load): 1/360.
BEAM TYPE WOOD: DFL-SINGE 6X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 1,178.0 FV 85.0 Area (Sq.In.} 21 54
Moment (ft-lbs) 5,595.5 FB 875.0 Sect.Modulus 77 89
Deflection (in) 0.63 E 1.30E6 Mom.Inertia 441 441*
Actual Maximum Deflection = 0.63 inches.
Maximum Deflection occurs at 9.5 feet.
Maximum Moment occurs at 9.5 feet.
MINIMUM BEAM SIZE (W x H) 5.500" by 9.873"
MINIMUM BEAM AREA (Sq.In.) 54.30
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
B E A M A N A L Y S I S v1.5 SHAKE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc.
d
OR
l
Client: ,
(503) 225-91.61 Port
an
STOCK PLAN n n
Project : 22126A
Location: M7- BM OVER CLOSET & FRT STAIR (SET c4? ANGLE)
~~ n ~is:~
Date: 11-18-2001 :.........................
Calculation By: A.C.M.
Comment : ( 3 ) 2 X 10 DF##2
BEAM AND LOAD DIAGRAM
R1 R2
Reaction R1 = 2,124.4 lbs. Reaction R2 = 2,124.4 lbs.
'Total load = 4,248.8 lbs.
Dimensions: Clear span = 5.5 feet, no overhang.
No point loads.
No triangular loads.
Uniform beam weight= 6 lbs/lf {= 30. 25 lbs. total).
Uniform loads: U1 = 767.0 lbs/lf at 0. 0 feet to 5.5 feet.
Deflection limit (live load plus dead load) : 1/360.
BEAM TYPE WOOD: DFL-SINGE 2X10 #2
COMPUTED STRBSS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 2,124.4 FV 95.0 Area (Sq.In.) 34 34*
Moment (ft-lbs) 2,896.9 FB 1,045.0 Sect.Modulus 33 42
Deflection (in) 0.18 E 1.20E6 Mom.Inertia 71 155
Actual Maximum Deflection = 0.08 inches_
Maximum Deflection occurs at 2.5 feet.
Maximum Moment occurs at 2.5 feet.
MINIMUM BEAM SIZE (W X H) 4.500" by 7.454"
MINIMUM BEAM AREA (Sq.In.) 33.54
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
BEAM ANALY S I S v1.5 SHAKE ROOF
PREPARED BY:
Client:
Project
Location:
Date:
Calculation By:
Comment:
Alan Mascord Design Associates, Inc
(503) 225-9161 Portland, OR
STOCK PLAN
22126A
M8- RIDGE BM OVER LIVING/DINING
11-18-2001
A.C.M.
5 1/8" X 16 1/2" 24F G.L. RIDGE
BEAM AND LOAD DIAGRAM
P1
y
y
~
•
Rl
R2
Reaction R1 = 5,453.3 lbs. Reaction R2 = 5,118.5 lbs.
Total load = 10,571.8 lbs.
Dimensions: Clear span = 20.5 feet, no overhang.
Point loads: P1 = 2,124.0 lbs. at 9.0 feet.
No triangular loads.
Uniform beam weight= 21 lbs/lf (= 420.25 lbs. total).
Uniform loads: U2 = 385.0 lbs/lf at 9.0 feet to 20.5 feet.
U1 = 400.0 lbs/lf at 0.0 feet to 9.0 feet.
Deflection limit (live load plus dead load): 1/360.
BEAM TYPE LAM : GLULAM (2400 Fb)
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 5,453.3 FV 240.0 Area (Sq.In.) 34 84
Moment (ft-lbs) 32,049.0 FB 2,400.0 Sect .Modulus 166 227
Deflection (in} 0.68 E 1.80E6 Mom. Inertia 1,852 1,852*
Actual Maximum Deflection = 0.68 inches.
Maximum Deflection occurs at 10.0 feet.
Maximum Moment occurs at 9.0 feet.
Size Factor = 0.966 DETERMINING FACTOR =
MINIMUM BEAM SIZE (W x H) 5.125" by 16.308"
MINIMUM BEAM AREA (Sq.In.) 83.58
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
~ ~
B B A M A N A L Y S I S v1.5 SHAKE ROOF
PRBPARBD BY:
Client:
Project:
Location:
Date:
Calculation By:
Comment:
Alan Mascord Design Associates, Inc.
(503) 225-9161 Portland, OR
STOCK PLAN
22126A
M9- WINDOW HDR IN DIN/LIV NEAR KITCH
08-13-2001
A.C.M.
6 X 8 DF#2 HDR OK
BEAM AND LOAD DIAGRAM
R1 R2
Reaction R1 695.0 lbs. Reaction R2 = 695.0 lbs.
Total load = 1,390.0 lbs.
Dimensions: Clear span = 5.0 feet, no overhang.
No point loads.
No triangular loads.
Uniform beam weight= 5 lbs/lf (= 25 lbs. total).
Uniform loads: Ul = 273.0 lbs/lf at 0.0 feet to 5. 0 feet.
Deflection limit (live load plus dead load): 1/360.
BEAM TYPE WOOD: DFL-SINGE 6X #2
COMPUTED STRBSS/STRAIN DBSIGN VAL. PROPERTIBS RBQUIRED ACTUAL
Shear (lbs) 695. 0 FV 85.0 Area (Sq.In.) 12 20
Moment (ft-lbs) 868. 8 FB 875.0 Sect.Modulus 12 12*
Deflection (in) 0. 17 B 1.30B6 Mom.Inertia 18 21
Actual Maximum Deflection = 0.14 inches.
Maximum Deflection occurs at 2.5 feet.
Maximum Moment occurs at 2.5 feet.
MINIMUM BBAM SIZE (W X H): 5.500" by 3.605"
MINIMUM BBAM AREA (Sq.In.): 19.83
VBRIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
B B A M A N A L Y S I S v1.5 SHAKE ROOF
PRBPARED BY:
Client.
Project
Location:
Date:
Calculation By:
Comment:
Alan Mascord Design Associates, Inc
(503) 225-9161 Portland, OR
STOCK PLAN
22126A
M10- BM TOP STAIRS- LAUNDRY
08-13-2001
A.C.M.
(2) 2 X 10 DF#2 BM OR
BEAM AND LOAD DIAGRAM
•
R1 R2
Reaction R1 = 268.6 lbs. Reaction R2 = 268.6 lbs.
Total load = 537.3 lbs.
Dimensions: Clear span = 3.5 feet, no overhang.
No point loads.
No triangular loads.
Uniform beam weight= 4 lbs/lf (= 12.25 lbs. total).
Uniform loads: U1 = 150.0 lbs/lf at 0.0 feet to 3.5 feet.
Deflection limit (live load plus dead load): 1/360.
BFs'AM TYPE WOOD: DPL-SINGE 2X10 #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES RBQUIRED ACTUAL
Shear (lbs} 268.6 FV 95.0 Area (Sq.In.) 4 ?
Moment (ft-lbs) 230.3 FB 1,045.0 Sect.Modulus 3 3
Deflection (in) 0.12 E 1.20B6 Mom.Inertia 3 3*
Actual Maximum Deflection = 0.12 inches.
Maximum Deflection occurs at 1.5 feet.
Maximum Moment occurs at 1.5 feet.
MINIMUM BBAM SIZfi (W x H} 3.000" by 2.409"
MINIMUM BEAM AREA (Sq.In.): 7.23
VBRIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
B E A M A N A L Y S I S v1.5 SHAKE ROOP
PREPARED BY:
Client.
Project:
Location:
Date:
Calculation By:
Comment:
Alan Mascord Design Associates, Inc
(503) 225-9161 Portland, OR
STOCK PLAN
22126
M11- BM OVER LAUNDRY
08-13-2001
A.C.M.
(2) 2 X 10 DP#2 BM OK
BEAM AND LOAD DIAGRAM
P1
i
• •
R1 R2
Reaction Rl = 443.2 lbs. Reaction R2 = 263.8 lbs.
Total load = 707.0 lbs.
Dimensions: Clear span = 6.0 feet, no overhang.
Point loads: PZ = 269.0 lbs. at 1.0 feet.
No triangular loads.
Uniform beam weight= 6 lbs/lf (= 36 lbs. total).
Uniform loads: Ul = 67.0 lbs/lf at 0.0 feet to 6.0 feet.
Deflection limit (live load plus dead load): 1/360.
BEAM TYPE WOOD: DFL-SINGE 2X10 #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 443.2 FV 95.0 Area (Sq.In.) 7 it
Moment (ft-lbs) 476.3 FB 1,045.0 Sect.Modulus 5 7
Deflection (in) 0.20 S 1.20E6 Mom.Inertia 13 13*
Actual Maximum Deflection = 0.20 inches.
Maximum Deflection occurs at 3.0 feet.
Maximum Moment occurs at 2.5 feet.
MINIMUM BEAM SIZE (W x H): 3.000" by 3.727"
MINIMUM BEAM AREA (Sq.In.): 11.18
VBRIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATBRIAL SUBSTITUTIONS
ORIGINAL
BBAM ANALY S I S v1.5 SHAKB ROOF
PREPARBD BY:
Client:
Project
Location:
Date:
Calculation By:
Comment :
Alan Mascord Design Associates, Znc.
(503} 225-9161 Portland, OR
STOCK PLAN
22126A
M12- WINDOW HDR IN GRT RM
OS-13-2001
A.C.M.
6 X 12 DF#2 BM OK
BEAM AND LOAD DIAGRAM
P1
•
Rl R2
Reaction R1 = 1,853.4 lbs. Reaction R2 = 3,262.6 lbs.
Total Ioad = 5,116.0 lbs.
Dimensions: Clear span = 4.0 feet, no overhang.
Point loads: P1 = 3,243. 0 lbs. at 3. 0 feet.
No triangular loads.
Uniform beam weight= 4 lbs/lf (= 16 lbs. total).
Uniform loads: U2 = 252. 0 Ibs/lf at 3. 0 feet to 4.0 feet.
U1 = 535. 0 lbs/If at 0. 0 feet to 3.0 feet.
Deflection limit (live load plus dead load) : 1/360.
... .:
BEAM TYPE WOOD: DFL-SINGE 6X #2
COMPUTBD STRESS/STRAIN DESIGN VAL. PROPERTIBS RBQUIRBD ACTUAL
Shear (lbs) 3,262.6 FV 85.0 Area (Sq.In.) 58 58*
Moment (ft-Ibs} 3,134.6 FB 875.0 Sect.Modulus 43 100
Deflection (in) 0.13 E 1.30E6 Mom.Inertia 45 526
Actual Maximum Deflection = 0.01 inches.
Maximum Deflection occurs at 2.0 feet.
Maximum Moment occurs at 3.0 feet.
MINIMUM BEAM SIZB (W x H}; 5.500" by 10.468"
MINIMUM BBAM AREA (Sq.In.): 57.58
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
~. w
B E A M A N A L Y S I S v1.5 SHAKB ROOF
PREPARED BY:
Client:
Project:
Location:
Date:
Calculation By:
Comment:
Alan Mascord Design Associates, Inc
(503) 225-9161 Portland, OR
STOCK PLAN
22126A
M13- BM OVBR GRT RM
08-13-2001
A.C.M.
8 3/4" X 9" 24F GLU-LAM BM OK
B$AM AND LOAD DIAGRAM
R1 R2
Reaction R1 = 3,243.4 lbs. Reaction R2 = 3,243.4 lbs.
Total load = 6,486.8 lbs.
Dimensions: Clear span = 13.5 feet, no overhang.
No point loads.
No triangular loads.
Uniform beam weight= 14 lbs/lf {= 182.25 lbs. total) .
Uniform loads: U1 = 467.0 lbs/lf at 0.0 feet to 13.5 feet.
Deflection limit (live load plus dead load}: 1/360.
BEAM TYPE LAM GLULAM (2400 Fb)
COMPUTED STRBSS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 3,243.4 FV 240.0 Area (Sq.In.) 20 65
Moment (ft-lbs) 10,931.4 FB 2,400.0 Sect.Modulus 55 98
Deflection (in) 0.45 B 1.80B6 Mom.Inertia 442 442*
Actual Maximum Deflection = 0.45 inches
Maximum Deflection occurs at 6.5 feet.
Maximum Moment occurs at 6.5 feet.
MINIMUM BEAM SIZE (W x H): 7.270" by 9.000"
MINIMUM BEAM AREA (Sq.In.): 65.43
VBRIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
B E A M A N A L Y S I S v1.5 SHAKE ROOF
PRBPARED BY:
Client:
Project:
Location:
Date:
Calculation By:
Comment:
Alan Mascord Design Associates, Inc
(503) 225-9161 Portland, OR
STOCK PLAN
22126a
M14- WINDOW HDR OVER DESK
08-13-2001
A.C.M.
6 X 8 DF# 2 BM OR
BEAM AND LOAD DIAGRAM
R1 R2
Reaction R1 = 1,178.0 lbs. Reaction R2 = 1,178.0 lbs.
Total load = 2,356.0 lbs.
Dimensions: Clear span = 4.0 feet, no overhang.
Shear (lbs) 1,178.0 FV 85.0 Area (Sq.In.) 21 23
Moment (ft-lbs} 1,178.0 FB 875.0 Sect.Modulus 16 16*
Deflection {in} 0.13 E 1.30E6 Mom.Inertia 19 34
Actual Maximum Deflection = 0.08 inches.
Maximum Deflection occurs at 2.0 feet.
Maximum Moment occurs at 2.0 feet.
MINIMUM BEAM SIZE (W X H): 5.500" by 4.198"
MINIMUM BBAM AREA (Sq.In.): 23.09
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
~~~~'I~IrI~I
t`~, ~
B B A M A N A L Y S I S v1.5 SHAKB ROOF
PREPARBD BY:
Client:
Project:
Location:
Date:
Calculation By:
Comment:
Alan Mascord Design Associates, Inc
(503) 225-9161 Portland. OR
STOCK PLAN
22126
M15- HDR OVER PATIO DR NOOK
08-13-2001
A.C.M.
5 1/8" X 13 1/2" 24F GLU-LAM BM OK
BEAM AND LOAD DIAGRAM
P1 P2
i i
i 1
R1 R2
Reaction R1 = 10,266.0 lbs. Reaction R2 = 5,462.0 lbs.
Total load S 15,728.0 lbs.
Dimensions: Clear span = 6.0 feet, no overhang.
Point loads: P1 = 9,433.0 lbs. at 1.0 feet.
P2 = 2,227.0 lbs. at 5.0 feet.
No triangular loads.
Uniform beam weight= 6 lbs/lf (= 36 lbs. total).
Uniform loads: U1 = 672.0 lbs/lf at 0.0 feet to 6.0 feet.
Deflection limit (live load plus dead load): 1/360.
BEAM TYPE LAM GLULAM {2400 Fb)
COMPUTED STRESS/STRAIN DESIGN VAL. PROPBRTIBS REQUIRED AC'T'UAL
MINIMUM BBAM SIZE (W X H) 5.125" by 12.520"
MINIMUM BEAM ARBA (Sq.In.): 64.16
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATE
RIAL
SUBS
TUTIONS
T
I
n
j
~
n
r
V ~ / '", ~ 1 Il ~f"1
B E A M A N A L Y S I S v1.5 SHAKE ROOF
PREPARED BY:
Client:
Project:
Location:
Date:
Calculation By:
Comment:
Alan Mascord Design Associates, Inc
(503) 225-9161 Portland, OR
STOCK PLAN
22126A
M16- BM OVBR SHOWER
08-13-2001
A.C.M.
(2) 2 X 10 DF#2 BM OK
BEAM AND LOAD DIAGRAM
~~
Rl R2
Reaction R1 = 754.5 lbs. Reaction R2 = 754.5 lbs.
Total load = 1,509.0 lbs.
Dimensions: Clear span = 3.0 feet, no overhang.
BEAM TYPE WOOD: DFL-SINGE 2X10 #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES RBQUIRED ACTUAL
Shear (lbs) 754.5 FV 95.0 Area (Sq.In.) 12 12*
Moment (ft-lbs) 565.9 FB 1,045.0 Sect.Modulus 6 8
Deflection (in) 0.10 S 1.20E6 Mom.Inertia 7 16
Actual Maximum Deflection = 0.05 inches.
Maximum Deflection occurs at 1.5 feet.
Maximum Moment occurs at 1.5 feet.
MINIMUM BEAM SIZE (W x H): 3.000" by 3.971"
MINIMUM BEAM ARAA (Sq.In.) 11.91
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATBRIAL SUBSTITUTIONS
ORIGINAL
1 ~
PREPARED BY:
Client:
Project
Location:
Date:
Calculation By:
Comment:
B E A M A N A L Y S I S v1.5 SHAKE ROOF
Alan Mascord Design Associates, Inc
(503) 225-9161 Portland, OR
STOCK PLAN
22126A
M17- 16/0 O.H. GAR. DR. HDR.
11-24-2001
A.C.M.
5 1/8" X 15" 24F G.L_ HDR.
BEAM AND LOAD DIAGRAM
P1 P2
l y
y i
y
y
R1 R2
Reaction R1 = 10,336.0 lbs. Reaction R2 = 10,336.0 lbs.
Total load = 20,672.0 lbs.
Dimensions: Clear span = 16.0 feet, no overhang.
Point loads: P1 =
P2 =
No triangular loads.
Uniform beam weight=
Uniform loads: U2 =
U1 =
Deflection limit (li
5,375.0 lbs.
5,375.0 lbs.
510 lbs/lf
881.0 lbs/lf
881.0 lbs/lf
re load plus dea
at
at
(_
at
at
3 1.
1.0 feet.
15.0 feet.
8160 lbs. total).
15.0 feet to 16.0 feet
0.0 feet to 1.0 feet
gad) : 1/360.
BEAM TYPE LAM GLULAM (2400 Fb)
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL,
Shear (lbs) 10,336.0 FV 240.0 Area (Sq.In.) 65 71
Moment (ft-lbs) 27_,135.5 FB 2,400.0 Sect.Modulus 112 162
Deflection (in) 0.53 E 1.80E6 Mom.Inertia 1,115 1,115*
Actual Maximum Deflection = 0.53 inches.
Maximum Deflection occurs at 8.0 feet.
Maximum Moment occurs at 8.0 feet.
Size Factor = 0.985 DETERMINING FACTOR =
MINIMUM BEAM SIZE (W x H) 5.125" by 13.770"
MINIMUM BEAM AREA (Sq.In.) 70.57
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
B E A M A N A L Y S I S v1.5 SHAKE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc.
(503) 225-9161 Portland, OR
Client: STOCK PLAN
Project: 22126A
Location: M18- DBN/BR. 4 WINDOW HDR
Date: 11-18-2001
Calculation By: A.C.M.
Comment: 6 X 12 DF#2 }IDR.
BEAM AND LOAD DIAGRAM
P1
y
y
Rl R2
Reaction R1 = 1,719.6 lbs. Reaction R2 = 3,380.9 lbs.
Total load = 5,100.5 lbs.
Dimensions: Clear span = 5.0 feet, no overhang.
Point loads: P1 = 1,930.0 lbs. at 3.5 feet.
No triangular loads.
Uniform beam weight= 5 lbs/lf (= 25 lbs. total).
Uniform loads: U2 = 1,222.0 lbs/lf at 3.5 feet to 5.0 feet.
U1 = 375.0 lbs/lf at 0.0 feet to 3.5 feet.
Deflection limit (live load plus dead load): 1/360.
BEAM TYPE WOOD: DFL-SINGE 6X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear {lbs) 3,380.9 FV 85.0 Area (Sq.In.) 60 60*
Moment (ft-lbs) 3,691.0 FB 875.0 Sect.Modulus 51 108
Deflection (in) 0.17 E 1.30E6 Mom.Inertia 67 585
Actual Maximum Deflection = 0.02 inches.
Maximum Deflection occurs at 2.5 feet.
Maximum Moment occurs at 3.5 feet.
MINIMUM BEAM SIZE (W x H) 5.500" by 10.848"
MINIMUM BEAM AREA {Sq.In.) 59.66
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
B E A M A N A L Y S I S v1.5 SHAKE ROOF
PREPARED BY:
Client:
Project
Location:
Date:
Calculation By:
Comment
Alan Mascord Design Associates, Inc
(503) 225-9161 Portland, OR
STOCK PLAN
22126A
U1- BR #2 WIND HDR
11-18-2001
A.C.M.
4 X 8 DF#2 HDR. OK
BEAM AND LOAD DIAGRAM
R1 R2
Reaction R1 = 1,325.0 lbs. Reaction R2 = 1,325.0 lbs.
Total load = 2,650.0 lbs.
Dimensions : Clear span = 5.0 feet, no overhang.
No point loads.
No triangular loads.
Uniform beam weight= 5 lbs/lf (= 25 lbs. total).
Uniform loads: U1 = 525.0 lbs/lf at 0.0 feet to 5.0 feet.
Deflection limit (live load plus dead load): 1/360.
BEAM TYPE WOOD: DFL-SINGE 4X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
MINIMUM BEAM SIZE (W x H) 3.500" by 6.153"
MINIMUM BEAM AREA (Sq.In.) 21.53
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
B E A M A N A L Y S I S v1.5 SHAKE ROOF
PRBPARED BY:
Client:
Project:
Location:
Date:
Calculation By:
Comment:
Alan Mascord Design Associates, Inc
(503) 225-9161 Portland, OR
STOCK PLAN
22126A
U2- SPA WINDOW HDR.
11-18-2001
A.C.M.
6 X 8 DF#2 HDR. OK
BEAM AND LOAD DIAGRAM
R1 R2
Reaction R1 = 1,930.0 lbs. Reaction R2 = 1,930.0 lbs.
Total load = 3,860.0 lbs.
Dimensions: Clear span = 5.0 feet, no overhang.
Shear (lbs) 1,930.0 FV 85.0 Area (Sq.In.) 34 34*
Moment (ft-1bs) 2,412.5 FB 875.0 Sect.Modulus 33 35
Deflection (in) 0.17 E 1.30E6 Mom.Inertia 49 109
Actual Maximum Deflection = 0 .08 inches.
Maximum Deflection occurs at 2.5 feet_
Maximum Moment occurs at 2.5 feet.
MINIMUM BEAM SIZE {W x H) 5.500" by 6. 193"
MINIMUM BEAM AREA {Sq.In.) 34.06
VERIFY WITH BUILDING OFFIC IAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
~~"~