HomeMy WebLinkAbout041-520-030041-052-030
•0•d F PRESCOTT, HAROLD
041-520-030 01-2586 . 60 ENVIRON. HEALTH CLEAR.
PRESCOTT,HAROLD' 660
RUNAROUIpD16, ORO IL�J%\\ U Je
CONT: SKYCd. REST ENT % �
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C0KSTR11 CTIA N FRRM1N'"C Job#;090252
S P E C - 1
mII
DATE
7/31/2009
R L 1
MAIL TO: PO Box 238 Durham, CA 95938
T: 530.342.5844 F: 530.342.5845
Email: dsa-dschico.com
JOB INFORMATION
z
PROJECT
THOMAS GARAGE
CUSTOMER
HPC Construction
SUBMIT TO CITY
2 SETS
ADDRESS
#4 Runaround Road- Cherokee, CA
COUNTY
Butte
NOTES:
S' T S
❑Shop Drawings
❑copy
®Sealed Drawings
Submittal
❑Field Set
DESIGNER:
Becky Marshall
ENGINEER:
TRUSWAL SYSTEMS
800-322-4045
Aparvd Inspection Agenc)C
CONTINENTAL: 916-718-5217
P.O. Box 785 Lodi, CA 95241
t'U55 Pctaik
Standard Prate 12etail5
® 51312-01
Truss 12rawinq Notes
® 51312-05
Web 13racinq
® 51312-05
moil
® 51312-09
Lateral 13racinq
Nip Connections
❑ Np12-25
end Jack Connections
❑Shop Drawings
❑copy
®Sealed Drawings
Submittal
❑Field Set
DESIGNER:
Becky Marshall
ENGINEER:
TRUSWAL SYSTEMS
800-322-4045
Aparvd Inspection Agenc)C
CONTINENTAL: 916-718-5217
P.O. Box 785 Lodi, CA 95241
t'U55 Pctaik
Standard Prate 12etail5
® 51312-01
Truss 12rawinq Notes
® 51312-05
Web 13racinq
® 51312-05
Alternate Prate
® 51312-09
Lateral 13racinq
Gable end 12etail5
® CO2 -12 Gable end 12etail5
® CT12-14 Wind Load 13racinq
® 6N12-16 Gable Pracinci
❑ CT12-18 12utch 6able.12etai15
Nip Poof 12etail5
❑ NI?12-21
end Jack/ Pafter 12etail5
❑ NI?12-22
6' 5et Pack
❑ Np12-23
Pre55ure Plock
❑ HP12-24
Nip Connections
❑ Np12-25
end Jack Connections
5pecialN 12etail5
❑ 512-30 . Fal5e Frame
❑ 512-32 Ladder Frame
❑ 5P-34 Pearinq Plock
❑ 512-36 Nat Truss
❑ 512-39 Valle{ fru55e5
of -//
SU -r, -FE COUNTY
BUILDi JG L)Vi S 1OJ� -
APPROVED
R00F TRUSS SAMPLE DESIGN
-- --- ----- --- -- Mol 1
at %-LOC 0.F4CT SITC .3.47'/
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the t t Lal at xctr Oearinq luab9r 71¢ 'Iloavbl D r r•IDS: KUITIPLC LOAD CASC5 'his trUE6 15 desippood u51tID the
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~I((G(tl•' (pla )/�tfFnd I) Csl
$0 DEf, Ce := 1 0 -I, .I.O, CL x_1.00 dOC [ ,Suchis I[60 •i160T- - 'MUrricane/O[ L1n K Efm C iK70fy -.g
I'Of.1W¢OI bracing ie ream rod (Oy tiielrs). to giDq'Lelgt4 la 00'It, gSdq Vtd U'.a 111.50 fC.
-3E32(I S)l i3. g t03 O.EL Drd ANSI/YPI 1On/tOpp illy; $¢ sC3T `1-03• '. Ncan roof h¢ ght 19.91 f pl 90
3i Fit ((yy Lt,]] ((11 60] c,Sd aM ANSI/YPI 1, TPI'Spegi al DCS P )', 04ad lard .' 10.0 psf,
(l.-39)!� fp[]. 0) 0.56 0
:1
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W-fafI(]. 1)/ •f`rl.t0] c-61 iIW ConOontniE aIW Ciadding
>-.9td5C)'.IS)f- 114(3. io7"1:1cM/t'
tt (¢r�[(D:m. ; r6.+:. ((ppEa. i51 ••••••••LDaO CASE 41 DESIGN LOADS -•---.-`---------
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It I? ]4(3.50): I1._5) 0.99 TC Ver[ lI D.Oy IO -.q'-0. ]20.00 9!- 0='0 'D.6!
Intl -t a.dm/ 7v2I3.!.'J :sl 6C Vert '70:00 ' D-'0= 0'. 20.,00. 30- 0- 0 0.00
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U:-143J+)E i_t Jf R:7215
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Tlv Isystemsconnectorpates w1 20 ga.tr7Jess shofwfby•18•(,Bga.J•R•(16 gal;Dr•h0(•(highEtre(0620ga.l,,posifwned
PK JOint Detail Reports available from Trilswal SCfDg2 e. cutled plates'Wdials0 frame plat06 are 005tipne0 as 5hofm above,
WAHNIMU Read ON notes on this sheet and give a copy ofit to the.ErectirrA Contracto cast: Truss Compal y
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TRIISPLUS G.0 VER: 76.4.x8 m."mn n aaP.prxaem:DFwnixnlon....f,9nseemr :t+aaw,v.e.2--s-. TOTAL GO.m tnf- nccl --Cl , 12ED lr.I n=n
4
BU
BUILDING WiSla.,
A PR0VED
Depth and span dimensions
L J {fe
et.
inch-16ths)
FBI Chord pitch, if applicable,
(inohe's perfoot)
..Bearing information and width
requirement .s
Applicable design loads
®Adjustment factors to lumber and metal
connector plates, spacing, and design
specification
FEIBearing reaction force (pounds)
LTJ Metal connector plate types & sizes
�G Lumber size, specie, and grade for
each member
Combined stress index for webs and
chords
Maximum compression and tension
u forces for webs and chords (pounds)
®Calculated LL deflection ratio and
deffectioh magnitudes (inches)
j Required truss member bracing
It• -,_j location
Important general notes and design f
assumptions
SBD - 01
J NTY
IVISION
NAILS
5TANDARD DETAIL #5
JAE5 DRACINq DETAILS
CONDITION 4 AESTRAINT OF LATERAL BRA(�INS
COWITON 0Z 'T' BRACZ INSTALLATION
FOR VC-MAEOUIRIN& TW
0ONTINWU5 LATERAL
DRA4E-5, ME'SIMILAR
Prz-TAIL AT 1/3 AND 2/3 OF
KW
F>
PF -B MEMBER REQUIRM
BRACIN6 AT MID-LENSTH,
NOTATION SHOM ON TRZS
DR,AWIN67,
" (SECTIONS SHOO VEL CK
CONDITION #1. HHENTRj%: LAYOUT PROVIDES 3 OR MORE SIMILAR
ADJACaT'TIWS$S,PLACE CONTINUOUS LATERAL BRACING
AND USE PIA60NAL BRACING FOR RESTRAINT PER DETAILS
W10K
ROOF 5WATHIN6
CONDITION 02., WHEN TRL65 LAYOUT DOES
NOT PROYIPE'5 OR MORE
SIMILAR -ADJACENt TRUSSES,
L6E 'T" BPZACON EACH HIM
REQUIRING BRAcm., Fm
DETAILS,
NOTE:
I - °rn -BRACE TO BE OF THE
SAME MATERIA]. AS THE
TK% Nue!Na.
2. "T" BRACE 15 TO BE
ATTACHED HITHIOd.
C-QMHON OR BOX NAILS
AT B" B.G.
lx4 MIN. CONTINUOV5
LATERAL BRACING AS
REOUIREP BY ENSINEERED
TRO -06 DRAWINGS.
PX-57RAINT MDER.,
I.X,4 MIN. DIA60KAL
BRACIN& NAILED To FAR
SIDE OF LATEKALLY
BRACED WE -FLAa AT
END OF LAYOUT AND AT.
APPROX. 20 rr. INTERVALS.
BRACE
LENGTH -MIN,
qO96 OF 14M
1-15-N&TH,
_4 A
7"5
"T" EXA0E
SECTION A -A
a
mg-
use
.TRU,SWAL SYSTEMS
4445 NORTHPARK DRIVE, SUITE 200
COLORADO SPRINGS, CO 80907
(800).322-4045 FAK(719) 598-8463
CO01003160
5/9/03 Users of Truswal engineering: TX01087001
The TrusPlusr"' engineering software will correctly design .the location
requirements for permanent continuous lateral bracing (CL.B) on members for
which it is required to reduce buckling length. Sealed engineering drawings
from Truswal will show. the required number.and-approximate locations of braces
for each. member 'needing bracing: In general, this bracing is done by using
Truswal Systems -Brace -1'11"1 ora 1x or 2x member (attached to the top or bottom
edge of the member) running perpendicular to the trusses and adequately
designed, connected. and .braced to the.building per ahe building designer (See
ANBUTPI .current version). The following are other options (when CLB :bracing is
not possible. or desirable) that will also satisfy bracing needs for individual
mem bers-(not;building system bracing):
1, A 1.x4' or 2x4 structurally graded "T" brace .may be nailed flat to the
edge of the: member (up to 2x6 web members only) with 10d :common
or.box nails at 8" o.c. if only one brace is required, :or may be nailed to
both edges of the member if two braces are required: The "T" brace
must extend .:a minimum of 90%. of -the member's length. For .2x8 and
larger web members, bracing must be done per building designer, or
2. A scab .(add-on) of the. same size :and structural grade as the member
may be naile..d to ane'face: of the. m, ember with 10d common or box
nails at 8" :o..c: if only one .brace is. required, or may be nailed to both
faces of the. member if two braces are required. A, minimum of 2X6
scabs .are required for .any member exceeding 14'-.0" in length.
Scab($) must extend a minimum of 90% of the members length.
3. Any member requiring more than two braces must use perpendicular
bracing or a combination of scabs and ''T" braces, or any other
approved method, as specified and approved by the building designer.
EXAMPLES 2.
Please contact a Truswal engineer if there are any questioi
LO
0
I
!Z
5TANDARD DETAIL #ct
ftv 1-11-41 SIM
MW SLOCKIN6 AND W.W06
LAC.,ATIONi AT BEARMNALLS FOR CANTILEVER, STUB, OR INTERIOR.
CONDITION. FOR TRUSS SUPPORT ONLY, NO SHEAR TRAN.5FIER ALLOWED.
Jmm #1 —ITEM #2:
2X4 DFL'STANDARD PAIR. OF PIA60RA1.
CONTINUOUS LATERAL BRACING AT 20'-0'
BRACIINS, O.C. MAX. 2x4 DFL
STD. LUMBER
A
2-16d MILS TYP; J 4 A
.USACX- CONTROLS
TRW DEPTH. TRUSS DEPTH
LESS THAN 240 ITEM 4:3 ONLY
24" .AND -6RjEATER----> ITEMS #1,.2, s
ITEM .#3
2x. BLOCKING, MATCH
Borrom CHORD
PeRTH., .
ROOF 5HEATHIN6.
500 To 45.0 (APPRO4
BEARING WALL,
CONTIWO$ LATERAL
BRACING.
ALT, DRACINC, LOCATION,
�� -'--4 .). 5TU8 LENGTH
DIAGONAL. —TRL5$ NES AT WPPORT,
BRACING.M%KIST BE HITHIN -45
OF VERTICAL.
SGCTION A -A
2x BLOCKIN6
BEARING HALL.
0)
0
• (,,&hi v 1 mrn nr-T A II C'
BUTTE COUNTY
LUMBER SPECIFICATIONS; SHEATHING ON ONE FACE REO. BUILDING DIVISION
2X4 #2. DF -L CHORDS SHEAR 'DESIGN BY OTHERS
2X4 STD. DF -L STUDS 16-14-10 OR 20-10-10 PSF. LOADING m E
70 MPH WIND LOADING CUTOUT FOR 2)4' CUTOUT FOR 2x4
FOR CABLE ASSEMBLY GREATER THAM 5'-10- IN HEIGHT -oFF STUD' ON STUD"
SEE GE -2, ADD-ON SAME SIZE AND
GRADE AS TOP CHORD 1HI7H
16d NAILS AT 12' O.'C. - -�
ADD ON SPLICE. TO OCCUR
VARIES AT PANEL POINTS WITH
�
CLUSTERS 2 -16d -NAILS '
A 3-s OUTLOOKE.R DETAILS
HORIZ, VENT MEMBERS
NOT REQUIRED
v 1.5-3 ONE SIDE AND (2) 14 GA i��r�`A ^ ✓a��
`- 2" STAPLES ON OTHER SIDE fir.
I � x
OR (5) 2" 16, Go. STAPLES
o 4, 2 R
12 r nA r
x Ln x N OS 5962 T
N I �
—� VARIES
n E P. 12/81/02 �k
n 3-5 MIN, OR ME SI E
PLATE AS ON SS, N4�
3-5 U 9
OF
FULL BEARING WALL
A I i��OPTIONAL CANTILEVER
1
UP TO 24" O.C, UP TO 48" WITH STUD Ca WALL
UP TO 24" NO CHANGE
SEE DETAIL SEE OUTLOOKER DETAIL
1
1 2
- l —
16d NAILS
BEVEL CABLE END FRAME
DIAGONAL. BRACE AT
2X4 DIACONAL BRACE AT CABLE END FRAME CENTERLINE OR AT
16'-0" O.C.
CENTERLINE OR AT 16'-0- O.C.TRUSS 45 DEC.
MINIMUM BRACING DETAILS - SEE -STRUCTURAL
DRAWINGS FOR ADDITIONAL REOUIREMENTS 16d AT 24 O, C,
BEARING CONNECTIONS ARE THE SOLE RESPON51811_11Y
OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE
ARE SUGGESTIONS ONLY AND ARE NOT TO BE UTILIZED
WITH OUT THE BUILDING DESIGNERS APPROVAL
civ -71 run v111LK UKAUNG HLCOMMEND ATIONS
V V ■ Arm
Optional vent
opening per
design drawing.
3-4
3-4._ GENERAL GABLE DETAILS FOR WIND LOAD BRACING
—I Pitch per design
3-4 drawing.
:.Qi1t19tdolpletex mltnwn am inreramPle only Bev schral bucr dorlgn forrpgybod plats a�sb mrd WfettalL,;.
Siruchual gable trusses tvr7l generally have dagonal'and vortical members other Mat Mose show" above.
Adequate staples or to"adss may be used, and Should be used to avoid any omdap MM primary Structural
dales Gable truss Is contlnruous bawtrta exoeat as may be noted on individual design o)awctos
I END (FACE) VIEW
Max. 12' cave
unless noted on
drawing.
Gable End Truss
Brace Interval as
specified on the
approved engnineering
drawing or standard
detail or chart.
Typical 2K_ strangbadc
(whaler) brace atong bads
two of gable, braced with
2 B
+or - 45 degree diagonal
27L (W.) braced to roof
DWG# C002065035
+ I indicates stud members that require bracingi
1) ALL GABLE BRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE
RESPONSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANSIlTPI
REFERENCED BY THE MODEL BUILDING CODES.
2) TRUSWAL SYSTEMS APPROVED ENGINEERING DESIGN DRAWINGS WILL INDICATE ANY
NEED FOR WIND BRACING, AND THE REQUIRED BRACE INTERVAL LENGTH AS DESCRIBED
ABOVE. THE BRACE INTERVAL ON THE DRAWING IS BASED ON THE LOADING AND WIND
SPEED INDICATED ON THAT DRAWING ONLY, AND THAT BRACING IS REQUIRED TO
PREVENT THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE
FACE OF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED
VERTICAL LOADS. LOADS ACCOUNT FOR 12" SAVE MAX. UNLESS NOTED OTHERWISE.
3) IF THE GABLE TRUSS IS INTERIOR TO THE STRUCTURE AND THEREFORE IS NOT
EXPOSED TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING
INTERVAL MAY BE THE LID LIMIT OF 50 FOR COMPRESSION MEMBERS AND USE 80% OF THE
LENGTH (i.e. FOR 2X LUMBER, THE MAX, BRACE INTERVAL MAY BE 7-9").
4) IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A CONTINUOUS BEARING WALL
EXCEPT AS MAY BE NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGN.
5) SHEATHING OF PLYWOOD, OSB, WOOD BOARD SIDING, HARDBOARD SIDING,
SHEETROCK, STUCCO, WAFERBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR
BOTH FACES OF A REGULAR (NONSTRUCTURAL) GABLE END.
6) LATERAL LOADS IN LINE WITH THE CHORDS (SHEAR 1 DRAG LOADS) HAVE NOT BEEN
CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF
THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHRAGMS.
nalling of diagonal brace,
attached to sheathing and
truss each and. typ•
Truss spacings per designs.
(24' max.)
WALU BEARING SUPPORT
SIDE VIEW
7) ALL ITEMS 1-6 LISTED UNDER "REGULAR GABLE END TRUSS REQUIREMENTS"
APPLY TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW.
8) WEIGHTS OF ANY MATERIALS LISTED IN 05 MUST BE ACCOUNTED FOR, EITHER IN
STANDARD DEAD LOAD PSF LOADING, OR BY ADDITIONAL LOADS. ADDITIONAL LOAD
ARE INDICATED BY "LOAD CASE #1" CHART.ON THE DESIGN DRAWING.
9) STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND THIS
BRACING IS SEPERATE FROM THE GABLE BRACING INTERVAL. SEE REFERENCED
STANDARD DRAWING 7X01087001-001.
10) TRUSS MAY OR MAY NOT BE CONTINUOUS BEARING, AND IS APPROVED FOR THE
CONDITION(S) INDICATED ON THE INDIVIDUAL DESIGN DRAWING ONLY.
NOTCHING FOR OUTLOOKERS IS ALLOWED ON REGULAR GABLE END TRUSSES AND
ON STRUCTURAL GABLE END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS.
,tiIsHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR
-AY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS
I.f 1 S ZQ -- ETHERS TO VERIFY THE ADEQUACY OF THIS DETAIL
-1i, O�a INTENT -;IMC PROJECT, AS TO ITS APPUCATION AND
SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO
•r • 1D INSPECTION OR WORKMANSHIP QUALITY.
`i ;T, -E- 4 ! N'
APPROVE. -:0
GED - 14
PEAK PLATE: '3-4 12x4)1 4
5-5(2x61 `8
6-6 (2x8) MAXIMUMIT"0''EAVE�INITH�
xKn a 1{ u,'EA
DI
?
6'-0' MAXIMUM BLOCKS @ 32"o?c� OR^2'=0' EAVE.
MAXIMUM, WITH 4X2N2--OR'BTR: � d/��
BRACE SPACING OUTLOOKERS CUT'INTOJGABLE`!. V
32'o.c.
I' I 2x4'%2. MINIMUM CONTINUOUS
11 STRONGRACK BRACED TO ROOF
I II STRUCTURE AT 6'-O' MAXIMUM.
u
SC SPLICE; 3-4 (2x4) '
5-6 (2x61
6-6'(2xB) A
MAXIMUM 40 PSF LIVE LOAD.
80•MPH WIND EXPOSURE C,
LESS THAN 20'-0' WALL HEIGHT.
DETAILS
s^�Nicop.111 Ii - �),
IYI-41m/Ir UOG SPACING
CONTINUOUS
CABLE DETAILS
STRONGBACK AT; 2x45TRONOBACK BRACED
W-10' CLEASPAN: 70 MPH AT EVERY 5'-0' MAXIMUM
4'-l.VCLEARSPAN, 80 MPH
MINIMUM.GRADE CHORDS AND
STUDS 2x4 STUO/STANDAR[)-
STUDS TO BE MAXIMUM 24.'o.c.
HEEL PLATE: 3-4 (2x4)
H -612x61
6.6.12X8)
CONTINUOUS,BEARING WALL
BRACE
20 CONTINUOUS BACKING
WITH ted NAILS•AT:24' o.c.
TO THE WALL. -PLATE.
SECTION A
GABLE: END FRAMING CONNECTION DETAILS (MIN; NAIL REQUIREMENTS SHOWN)
2x4 SOLID, BLOCK WITH 3.18d -NAILS 8d AT e' ox. GABLE STUD
SHEATHING TO GABLE EA. END AND Bd NAILS FROM SHFATHINO
TRUSS; Bd AT 6' o.o, TO BLOCK AT 8'o.c. I
1-7 ed led AT 24' o, a.
/I X' NOTCH @32- o.o. 2-16d led-
�\ AT
' I � eOUD BLOCK
WITH 2.16d TOE- 24'o.c.
2-1 ad'2
N
ILED EA. ED -ted
2x4 BRACE NA
WITH 4-18d NAILS
DATE
WARNING Read bit notes on this, sheet and give a copy of It to the Erecting Contractor.
/
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2/ j I89 acwroarxu'�u. fro ewwni rmaana of TPI ana N'PA 0-9- slanoaros. No 1&Pp tbpay Is ¢eawned for W ontlwul a.CCuraey. Di—mons ase
10 he .uhhrul Uy Vm. Cw�punMU maniiMClurM onWM bnaduto (IOsrynor fjno/ 10 feWkAlicn
The bundfno doolorMr iha9 =CWUM Sher the load.
Nd,tad W r it.. do..yn meet ar .,,ad the IiWdaiAy "po_oi by Iho'IoCal buadlno wde. It la dasumed Indl Itla top chtud Is twottlay brecea by the
rout w )Mur snoafmny anU Ins bdlNn ctgrtl ri Wiaraoy Jracoo by q n0wfheathMy =01
ul dueclty 611atl1¢d. uuese OlharMSo nolaa Brepnp
ch„u lur I«le.al wypon of cumpvnonis momuon anry 10 ratuce huakuno Mnoth. Thm con 0P 1 shall not ba placed (n any omnohme t that
.dial. iM moiAurd cw.m of thin wb Wt I end 19% and/w cause cwlnepp Poge cprrbllan. iabrlpUE. IUMiI. Ngf811 tlq prop psi map trr
IRUSWAL MIEMS COf1PQRAlIpN - a:cwttanca -on In' hdlo..alo etanaaltla. 'TRU=M MANUAL' by T11111- , 'OUAUTY CONTROL STANDARD FOR METAL PLATE.CONMMO
WOOD TRUSSES” I03T891.: HMDUNO INSTALLING AND BRAONG METAL PLATE CONNECTED WOOD TRUSSES' • (WB&t) a�.YxB:91
SUMFIAn* S/iEET' by TW Tha hyo P4rla lhstaula (TPI} b Nifjllotl a( Sid] O'DnohlO Wtva, MWrton, W iccauaf $7719. cWlTheAmorir Forest and
co PN;W Aa{oOn (AFPA) to lo"jW in 1260 Corm9a w Are, NW, $to RPD, WaehMpon. OC 2w3Q
GED - 76
Job Name: THOMAS GARAGE
Truss ID: Al G
Qty: 2
BRIG x -Loc REAR SIZE REO'D
TC 2xd DFL fl b Btr.
Designed Der ANSI/TPI 1-2002
UPLIFT REARION(S)
-11 328 3.50" 1.S0"
2 3- 0- 0 289 3.50" 1.50"
3 0- d- 0 231 3.50" 1.50
gC 2xd DFL fl b Btr.
FILL DID Zx4 OFL fl 6 Str.
This design does not account for long term
time dependent loading (creep). Building
B
Support C&C Wind' Non -Wind
1 -105 lb
4 5- 8- 0 235 3.50" 1.50"
WEB Zk4 DFL STANDARD
Designer must account for tis.
3 -18 lb
5 7- 0- 0 198 3.50" 1.50"
6 8- 4- 0 235 3.50" 1.50"
THIS DESIGN I5 THE COMPOSITE RESULT OF
,
Refer to Joint OC Detail Sheets for
B -S lb
7 9- 8- 0 235 3.50" 1.50"
MULTIPLE LOAD CASES.
Cq factors and Rotational Tolerances.
9 -l7 lb
8 11- 0- 0 199 3.50" 1.50"
IF THIS TRUSS IS CARRIED IN A RANGER, THAT
IRC/IBC truss plate values are bases on
10 -16 lb
9 12- d- 0 235 3.50" 1.50"
10 13- 8- 0 213 3.50" 1.50"
HANGER IS BASED ON 1.3" HANCER NAILS FOR
testing and approval a5 requf red by IBC 1703
14 -15 10
11 14- 3- 0 163 3.50" 1.50"
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
and ANSI/TPI and are reported in available
1S -22 lb
12 15- 0- U 94 3.30" 1.50"
13 15- 9- 0 163 3.50" 1.50"
CARRYING MEMBERS. IF 2.5" CUM MAILS ARE
document ESR -1118.
16 -7 lb
14 16- 4- 0 214 3.50" 1.50"
USED, THE HANGERS MUST BE RE-EVALUATED
Loaded for 30 PSF non -concurrent BCLL.
17 -6 lb
15 17- B- 0 212 3.50" 1.50"
(BY OTHERS).
Loaded for 200 lb non -concurrent moving BCLL
22 -18 lb
16 18- 0- 0 ,131 3.50" 1.50"
17 19- 0- 0 101 3.50" 1.50"
Install interior support(s) before erection.
Mark all interior bearing locations.
24 -105 lb
18 20- 4- 0 236 3.50" 1.50"
PLATING BASED ON GREEN LUMBER VALUES.
May use adequate staples for gable blocks.
This truss is designed using the
19 21- 8- 0 235 3.50" 1.50"
10 23- 0- 0 198 3.50" 1.50"
'OVERIUNG ' . . a a a a a . .. . a
BUILDING DESIGNER MUST VERIFY CABLE LOADS
CBC -07 / ASCE7-OS Specification
11 24- 4- 0 135 3.50" 1.50"
(S) MAY 11.111 ORTENED UP TO 1" MAK.!
AND EAVE LOADS, IF APPLICABLE. THIS TRUSS
Bldg Enclosed - Yes, Importance Factor 1.00 '
22 25- 8- 0 231 3.50 1.50"
Overhang Soffit loding - 3.0 psf
IS DESIGNED TO SUPPORT THE LOADS SPECIFIED
Truss Location - Not End Zone
23 27- 0- 0 289 3.50" 1.50"
14 19-30- 4 328 3.50" 1.50"
BASED ON THE O.C. SPACING AND ANY
Hurricane/Ocean Line - No Ex Cate
P gory - C
BRIG REQUIREMENTS shown are based ONLY
20 psf bottom Chord live load NOT required
ADDITIONAL LOADS SHOWN.
B1dB Length - 80.00 ft, Bldg Width - 40.1 it
an the truss material at each bearing
MAI( DEFLECTION
on this truss, per IBC/IRC requirements for
[.] gable bracing required 0 56" intervals,
Mean roof height- 10.73 ft, mph - 85
(span)
MEM 24-2S (LIVE) LC 35
attics with limited storage.
if exposed to wind load applied to face.
ASCE7 It Standard Occupanc Dead Load - 15.6 psf
y,
`L`/99p09
CRITIfAL1 M 'EROAKE5? -0.01"
See ITWBCG's Gable Bracing Data i Is.
Designed as Main Mind Force Resisting System
TC COMP. OUR. / TENS. WR. CSI
Diagonals shown are part of the structure 09
- Low-rise and CO
Components and Cladding
OL- 1 0 1.23 / 44 1.1 0.22
�) 5 11 66pp
1-3 -'-88 1:58 % 31 is ZS $:8i
this truss and may not be r moved. Sheathing
a
Tributary Area - 1 sgft
3-4 -]1 1.60 / 20 1.25 0.01
-37 1.650 / 20 1. 0.01
may be applied for additional Support Ca
sis[ lateral loads, by Others, but is not
54-5
Z2y3
6-] =ii i:15 % 38 1:31 B:Bi
required unless noted. Lateral loess have
I-8 -44 1.25 / 20 1.23 0.01
not been analyzed unless indicated.
8-9 -44 1.25 / 28 1.60 0.01
9-30 44 1.Z1y5 / 421 1.66p0 0.01
11-1i -3'3 1:15 % 10 160 8:81
-
12-13 -43 1.25 / SO 1.6o 0.02
13-14 -35 1.25 / S1 1.60 0.02
14-1 -44 1. / 4S 1. Z
15-1 8:81
-44 1.15 / 28 1.60
16-17 -44 1.15 / 20 1.25 0.01
1)-18 -44 1.�2y5 / 20 1:2y3 0.01
5
! T
���
19-1$ -S] 1:60 % 38 1:11 8:81
20-21 71 1.60 / 10 3.23 0.01
15-0-0
15-0-0
>a=
S'
C
21-22 -88 1.60 / 23 1.23 0.04
2:-23 ao7 1.60 / 11 1.60 o.os
13-0R 0 1.60 / 44 1.2S 0.12
1 2 3 4 5 6 7
8 9 10 12134 15 16 17 18 19 20 21 22 23
'
!^', ' ., a -•
ori
�
COMP. �WR. TENS.�WR.� C5o
- a-efil.zs16
4.
00
1.5X4 -4
11810z4B
.DD
08
. 4
.27:28
1.5X48:84
3X4 1.5X4-9
1.5X4
i/i
$-1
3i
1.5X4 1.5X4
31-32 / 0.04
32-33 / 0.03
T - 1.5X4
1.5X4
34-34 / 0.01
1.5X4
1.5X4 1.5X4
-
ls=1t / 8:82
I 1.5X4
1.5X4 1.5X4
31111 3� i8
5-3-15 1.5X4
1.5X4
8.8:
ii i 8:w
I 1P4 -01.5X4
1.5X4 0
5-1 15
-i1
o:07
3}0
I SHIP
ii -i: i
45-46 -86(1.25)/ 160(1.25) 0.10
1 x 3X4
3X4
=
WB
215 t"13t 5 S .E" a I. � 0.01
3-26 -82 1.25 / 30 1.60 0.01
1s 2X4 2X4 2X4
2X4 2X4 2X4 2X4 2X4 2X4 2X4
lI
0-3-15
R ESS
y4-1] -86 1.2y5 / 19 1.66p0 0.01
6-19 1:35 % 13 1:60 8:81
2X4 2X4 2X4
2X4 2X4 2X4 2X4 2X4
/
-41
-30 -83 1.25 / 13 1.60) 0.02
2X4 2X4
8-31 -86 Z1 1.60) 0.01
9-3Z
S -3X4
Y/4
-85(1.23)/ 34(1.60) 0.03
10-33 -5] 1.15)/ 29(1.60) 0.02
11-34 -73(1.25)/
13-35 -7301.25)/ 0.03
_
14-36 -5) 1.25 / 19 1.60 0.02
15-3] -85 3.25))/ 34 1.603 0.03
le -B6(1. 25)/ 21(1.6o) 0.02
3D -0-D
- a` Ct}459$2
17-40 -85(1.25 / 13(1.607 0.02
18-41 as(1.25 13(1.60) 0.01
24 25 26 27 28 29 30 31 32 334 3536 35839 40 41 42 43 44 45 46
19-42 -85 1.253))/ 13 1.603)) 0.01
20-43 -86 1.25 / 19 1.60 0.01
23-44 -82 1.25 / 30 1.60 0.01
22-45 -132 1.25 / 20 1.60 0.01
EiKP� �����
TYPICAL PLATE: 1.5X4 OVER CONTINUOUS SUPPORT\rq\C r1( 14
All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., '•S" for Super
Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
7/31/2009
413 -C�STZ
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust : HPC CONSTRUCTION
CAAii
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
3ri0•Drive_N-090252_L00005_300001
®
and done in accordance with the current vwWons of TPI and AFPA design standards. NO responsibility is assumed fw dimonsional accuracy. Dimensions
Ds • RM #LC 70 229#
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
n r =
g '
T R U S WA L
utilized on thio design meet or exceed the loading imposed by the local building code and he Particular application. The design assumes tial Ne lop chord
TC Live 20.00 psf
Li veDu r L=1.25 P=1.15
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwies
TC Snow(Pf) 0.00 psf
SnOWDUr L=1.15 P=1.15
rated. Bracing BhOvm is far lateral support of components membere only to reduce buckling length. This component shall not be placed In any
TC Dead 12.00 psf
Rep Nbr Brill / Comp / Tens
®SYSTEMS
lwronmentthat willcause the moisture content of the voodtoexceed 10%and/or cause connector plate corrosion. Fabricate, handle, install
and brace this trues In accordance with thefollowing standards:'Joint and Cutting Detail Reports'available as output from Imrrval software,
BC Live 0.00 psf
1.15 / 1.10 / 1.10
JTW Building Components Group, Inc.
'ANSI?PI 1', WTCA V. Wood Truss Council of America Standard Design Responsibilitiea,'BUILDING COMPONENT SAFETY INFORMATION'.
BC Dead 10.00 psf
O. C. Spaci ng 2- 0- 0
1405 Northpark Dr. Sfa, 102, Colo. Spga., CO 80007
(SCSI 1-03) end'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onoff!o Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.7
Wisconsin 53719. Th. American Forest and Paper Association (AFPA)i.located at111119thStreet NW. St. 800,Washington, DC20030.
Bldg Code: CBC -07
DEFL RATIO: L/360 TC: L/36
Job Name: THOMAS GARAGE
Truss ID: A2
Qty: 14
BRC X -LOC REACT SIZE REQ'D
TC 2x4 DFL #1 & Btr.
Designed per ANSI/TPI 1-2002
UPLIFT REACTION(S) :
1 0- 1-12 1403 3.50" 1.50"
BC 2x4 DFL #1 & Btr.
This design does not account for long term
Support C&C Wind Non -Wind
2 29-10- 4 1403 3.50" 1.50"
FILL CHD 2x4 DFL #1 & Btr.
time dependent loading (creep). Building
1 -47 lb
BRC REQUIREMENTS shown are based ONLY
WEB 2x4 DFL STANDARD
Designer must account for this.
2 -47 lb
on the truss material at each bearing
THIS DESIGN IS THE COMPOSITE RESULT OF
Refer to Joint QC Detail Sheets for
This truss is designed using the
MAX DEFLECTION (span) :
MULTIPLE LOAD CASES.
Cq factors and Rotational Tolerances.
CBC -07 / ASCE7-05 Specification
L/999 MEM 8-9 (LIVE) LC 52
IF THIS TRUSS IS CARRIED IN A HANGER THAT
IRC/IBC truss plate values are based on
Bldg Enclosed - Importance Factor 1.00
-0.18" Tm -0.36"
IS ASHANGERED ON INAILHANGERMUAM FOR
g as IBC
and aand
Trus Location _Yes,
CR
CRITICAL MEMBER FORCES:
RF FORCES:
.TCCOMP. / TENS. CSI
1APLYRAND 3
are reporroval
andtestANSI/TPItedrin available
Hurricane/Ocean Line EnNoZ�nExp Category C
1.60 l.25:1
OL - 1 0 1.60 / as<l.zs) 0.22
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
document ESR -1118.
Bldg Length = 80.00 ft, Bldg Width 40.00 ft
1-2 -30o6(l.zs)/ o.6a
2-3 -2058(1.25)/ 0.47
USED, THE HANGERS MUST BE RE-EVALUATED
(BY OTHERS).
Loaded for 10.P5F non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Mean roof height 10.73 ft, mph 85
ASCE7 II Standard Occupancy, Dead Load - 15.6 psf
3-4 -2058 1.25 / 0.47
4=5 -3006 1.25 0.64
+ + + + + + + + + + + + + + + + + + + + + +
PLATING BASED ON GREEN LUMBER VALUES.
Designed as Main Wind Force Resisting System
9 g y
s-oR 0(1.25)1 as<1.25) 0.22
OVERHANGS) MAY BE SHORTENED UP TO 3" MAX.!
20 psf bottom chord live load NOT required
- Low-rise and Components and Cladding
Overhang Soffit loading 3.0 psf
on this truss, per IBC/IRC requirements for
Tributary Area - 60 sgft
BC COMP.(DUR.) TENS.(DUR. CSI
6-7 2788(1.25 0.65
+ + + + + + + + + + + + + + + + + + + + + +
attics with limited storage.
7-8 / 2781 1.25 0.61
8-9 / 2781 1.2S 0.61
9-10 / 2788 1.25 0.65
'
WB COMP.(OUR•) TENS.(DUR.) CSI
'
2-7 1 342((1.25)) 0.14
3-8 -965(1.25)/ 839(1.253 0.34
�p� jj_f_ r
}
BUT
BUT B !`n A
4-8 -965(1.25)/ 3(1.60 0.96
4-9 342(1.25) 0.14
i� r
_BUILDIN
5-3-15
1 = 3X4
0-3-15
.15-0-0 15-0-0
1 2 3 4 5
4.00 4.00
R4X4
B1
W:308
R:1403
U:-47
iii
6 7 8 9 10
TYPICAL PLATE: 1.5X4
All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super
Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates
are positioned as shown above. Shift gable stud plates to avoid overlap With structural plates (or staple).
5-1 -15
SHIP
3X4 =
0-3-15
82
W:308
R:1403
U:-47
7/31
413 -CF.SSTY
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: HPC CONSTRUCTION
This design is for an individual building component not truss system. It has been based on specifications Provided by the component manufacturer
WO. Dri ve_N_090252_L00005-300001
®
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Ds n r • RM # LC = 70 WT' 171#
9 '
ere to be verified by Ne component manufacturer and/or building designer prior to fabrication. The building designer musl ascertain Thal the loads
TC Live 20.00 psf
Li veDu r L=1.25 P=1.15
uUlimd on this design meet or -eed the leading Imposed by the local building code and the particular application. The design assumes that the top chord
T R U S WA L
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDur L=1.15 P=1.15
® SYSTEMS
noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shall not be placed in any
environment that will cause the moisture content of the weedloemeedl9%..causeconnector plate --ai-. Fabricate. handle. Install
TC Dead . 12.00 psf
Rep Mbr Brill / Comp / Tens
and brace Wswssinaccordancewflhthefollowirgstandards:'JointandQnUingDetailReperts'avagableasoutputfromTruswalsoflware,
BC Live 0.00 psf
1.15 / 1.10 / 1.10
JIM Building Components Group, Inc.
'ANSIfrPI 1'. WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'-
BC Dead 10.00 psf
0. C. Spaci ng .2- 0- 0
4445 Northpark Dr. Sto. fol, Colo. Spga, CO 80907
(BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located et 583 O'Onohio Drive. Madison,
TRUSPLUS 6.0 VER: T6.5.7
Wisconsin 5371g. The American Forest and Paper Association(AFPA)Ielocatedal11111ftStreet.NW.SteBOO.Washington.DC20038.
Bldg Code: CBC -07
DEFL RATIO: L/360 TC: L/36
.STRUCTURAL
CALCULATIONS
New Building
4 Runaround Road
Cherokee, CA
FOR
.Thomas Horchlcr
PREPARED BY
i Paul Krohn, P.E.
P.O. Box 3276
Chico, CA 95927-3276
(530) 342-2926 BUT'T'E COUNTY
3UILUI; C -)NI BION
Discussion A PR
Design criteria 1
Seismic parameters 2
Calc wind & seismic rxns 3-10 (WoodWorks Shearwalls 8.11)
Design diaphragm 11
Shearwalls 11-15
Shearwall schedule 16
QRoFESs/
1 O0 RES 7. �FZ
co J . 0
M
NO. C 68363 ;0
Revision 0 * EXP. 9-09
8/6/09 sT>1 CIVIL �Q-
�OP CAUf
I
SOLST -Y
rn�R
�SUPREI.
700m
0
The enclosed calculations are lateral analysis.and design for the proposed new one-story
building. Wind and seismic reactions are calculated in Woodworks Shearwalls 8.11 software
and my "own spreadsheets are used for the rest.
DESIGN CRITERIA (psf)
REFERENCED CODE
2007 CBC
ALLOWABLE BEARING PREASURE
2000
(per Butte County)
SNOW LOAD
0
(per -Butt Co < 1499')
ROOF DEAD LOAD (psf)
PITCH (:12)
4
asphalt comp
2.0
15/32" OSB
1.4
truss framing
5.0
3/8" plywood
1.1
MISCELANEOUS
1.0
TOTAL (ON PITCH) .
10.5.
HORIZONTAL
10.7
NET ROOF DEAD LOAD (for overturning)
0.7
(includes 10 psf uplift)
ROOF LIVE LOAD (12 <= Lr <= 20)
Lo
20
F
4
At
60
sf
R1
1.00
(At < 200 sf)
= 1.2 - 0.001 * At
1.14
(200 < At < 600)
0.60
(At > 600 sf)
R2
1.00
(F <= 4)
=1.2-0.05"F
1.00
(4<F<12)
0.60
(F >=12)
Lr -
20
EXTERIOR WALLS
3/8" plywood _
1.1
Hardipanel
2.0
2x4 framing 16" OC
0.9
insulation
0.0
misc.
1.0
TOTAL •
5.1
CALCULATE SDS AND SDI WITH USGS JAVA GROUND MOTION
PARAMETER CALCULATER 5.0.9 (ONLINE)
Conterminous 48 States
2006 International Building Code
Latitude = 39.65
Longitude = -121.54
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.01 deg grid spacing
Period Sa
(sec) (g)
0.2 0.571 (Ss, Site Class B)
1.0 0.212 (S1, Site Class B)
Conterminous 48 States
2006 International Building Code
Latitude = 39.65
Longitude = -121.54 -
Spectral Response Accelerations SMs and SM1
SMs = Fa x Ss and SM1 = Fv x S1
Site Class D - Fa = 1.343 ,Fv = 1.975
Period Sa
(sec) (g)
0.2 0.767 (SMs, Site Class D)
1.0 0.419 (SM1, Site Class D)
Conterminous 48 States
2006 International Building Code
Latitude = 39.65
Longitude = -121.54
Design Spectral Response Accelerations SDs and SDI
SDs = 2/3 x. SMs and SDI = 2/3 x SM1
Site Class D - Fa = 1.343 ,Fv = 1.975
Period Sa
(sec) (g)
0.2 0.512 (SDs, Site Class D)
_1.0 0.279 (SDI, Site Class D)
WOOdWOrkS® ShearwailS SOFTWARE FOR WOOD DESIGN i
-
WoodWorks®Shearwalls.8.11
U Itied w rt �� + Y ;; N', 1C Aug. 6, 2009 12:15:30
F ! 1
Project Information
/%^1kfi 1AR1%f A11111 n0l11Cl"T 1K1CA01111AT1n K1
Company
Project
Paul'Krohn, PE
Thomas Horchler
-IBC 2006 ASCE 7-05 All heights ,%
4 Runaround Road
W d Ca acit Increase_
Cherokee, CA
IBC Occupancy
Category II - All others
Design Code Wind Standard
Seismic Standard
Wind
ASCE 7-05 General analytic method for all bldgs 8,.-,-
-IBC 2006 ASCE 7-05 All heights ,%
ASCE 7-05
W d Ca acit Increase_
-..._.Load_ Combinations
Enclosure Enclosed F�>"
Building Code Capacity Reduction
Shear
,____apel_`
0.70 Seismic ----�--t ,q
WindSeismic
�r
NS
- -
1.00 wW
T Used 0.104s
Approximate Ta 0.104s
1.00 1.00
_
dhdrawal Modification
Maximum T 0.131s
°� ax Shearwall Offset [ft]
Duration
Temperature atr n ent
6.50
PianC11°n _
Factor
,.Rang Fabrication Se i 'e
(within �Eetween lor� ices)
0.50
Maximum Height -to -width Ratio
Plywood Fiberboard Lumber
Gypsum
Wind
Seismic ismir_
_„_ Blocked Unblocked
�`""
3.'5
3 . - _ _
2 0� 1.5
Shearwall Relative Rigidity: Designed capacity using flexible distribution Vol
Hold-down Forces: Based on applied shearline force
Seismic Materials: Ignore non -wood contribution
Case 2 rigid diaphragm load distribution: 75% loads, torsional moment
IBC Occupancy
Category II - All others
ASCE 7 Equivalent
category II - All others ..�
Wind
ASCE 7-05 General analytic method for all bldgs 8,.-,-
Seismic
ASCE 7-05 Equivalent lateral force procedure
Design Wind Speed 85mph "' s
Exposure Exposure B
Structure Type Regular
Design Category C
Enclosure Enclosed F�>"
Site Class D
Topographic Information [ft]
Shape Height Length
Spectral Response Acceleration
Sl: 0.280g E.� Ss:0.510g
Fundamental Period E -W
NS
- -
Site Location: -
T Used 0.104s
Approximate Ta 0.104s
0.104s
0.104s
_
-
Maximum T 0.131s
0.131s
Response Factor R 6.50
6.50
Fa: 1.3 9 Fv: 1.8 4
Woodworks® Shearwaus
Structural Data
CTr%DV IKIPr%DMATIMI
Untitled Aug. 6, 2009 12:15:30
Story
Floor/Ceiling Wall
{
Face
Elev ft
Depth in Height ft
Ceiling
11.00
0.0
Level 1
2.00
0.0 9.00
Foundation
2.00
Location X,Y =
Untitled Aug. 6, 2009 12:15:30
Block
Dimensions Iftl
{
Face
Type
Roof Panels
Slope
Overhang ft
Block 1
1 Story
E -W Ridge
Location X,Y =
0.00
0.00
4 North
Side
18. 4
Cj ; 2. 00
Extent X,Y =
30.00
30.,00
South
Side
18.4
2.00
Ridge Y Location, Offset
, 15.00
0.00
East
Gable
90.0
2.00
Ridge Elevation Height
15.99
4.99
West
Gable
90.0
2.00
WoodWorks® Shearwalls Untitled Aug. 6, 200912:15:30
Flexible Diaphragm Wind Design
SHEAR RESULTS
North-South
W
For
Shear Force [plf]
Allowable Shear [plf]
Crit.
Shearlines
Gp
Dir
Ld. Case
V lbs vmax V/FHS
Int
Ext Co C Total
V lbs
Resp.
Line 1
Level 1+'�
a -
Lnl, Levl
1
Both
1
16361 54.5 54.5
125
252 1.00 A 377
11310
0.14
Line 2
Ln2, Levl
1
Both
1
1636; 54.5 54.5
125
252 1.00 A 377
11310
0.14
East-West
W
For
Shear Force [pit)
Allowable Shear [plf]
Crit.
Shearlines
Gp
Dir
Ld. Case
V lbsj vmax VIFHS
Int
Ext Co C Total
V lbs
Resp.
Line A
Level 1
LnA, Levl
1
Both
1
1049 35.0 35.0
125
252 . 1.00 A 377
11310
0.09
Line B
LnB, Levl
1
Both
1
1049 35.0 35.0
125
252 1.00` A 377
11310
0.09
Legend:
W Grp - Wall group as listed in Materials table; For Dir -Direction of wind force along sheariine; Ld. case -Critical load case: ASCE 7 All heights
Case 1 or 2, ASCE 7 low rise T = Transverse, L = Longitudinal, all other results are for this load case; V - Factored shear force applied to entire line
and amount taken by each wall; vmax - Base shear V/FHS/Co = Factored shear force per unit full height sheathing, divided by perforation factor Co
as per SDPWS eqn. 4.3-6, and IBC eqn. 23-4.
Following values marked with * means that value for sheariine is the one for wall with critical design response on line, V/FHS* - Design shear force =
factored shear force per unit full height sheathing, Int* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* -
Perforation factor, C - Sheathing combination rule, A = Add capacities, S = Strongest side only,. X = Strongest side or twice weakest; Total* -
Combined unit shear capacity inc. perforation factor, V - Combined shear capacity of wall or total capacity of sheartine ; Crit Resp* - Critical response
= Vapp/FHS/Vcap = design shear force/unit shear capacity
Notes:
V/FHS shown is shear force for use in shearwall design. Vmax shown is V/FHS divided by perforation factor Co; it is the base shear to be used in
connection and collector design using IBC 2305.3.82.5 and SDPWS 4:3.6:4.1.1.
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4.
r"
Woodworks® Shear'Walls untitled Aug. s, 2009 12:15:30
Loads
HEAR LOADS t red or enerated]
JVIND S
Level
Block
(as en e g
F . Element
Load
Case
Wnd
Dir
Surf •
Dir
Prof
Location [ft]
Start End
Magnitude
[Ibs,plf,psf]
Start
Trib
Ht
End ft
Block
1
W
Wall
2
W ->E
Wind
Line
0.00
30.00
20.7
Block
1
W
L Gable
2
W ->E
Wind
Line
0.00
15.00
0.0
23.0
Block
1
W
L Gable
1
W ->E
Wind
Line
0.00
15.00
0.0
24.9
Block
1
W
Wall
1
W ->E
Wind
Line
0.00
30.00
22.5
Block
1
W
R Gable
1
W ->E
wind
Line
15.00
30.00
24.9
0.0
Block
1
W
R Gable
2
W ->E
Wind
Line
15.00
30.00
23.0
0.0
Block
1
E
L Gable
2
W ->E
Lee
Line
0.00
15.00
0.0
14.4
Block
1
E
wall
1
W ->E
Lee
Line
0.00
30.00
22.5
Block
1
E
L Gable
1
W ->E
Lee
Line
0.00
15.00
0.0
24.9
Block
1
E
Wall
2
W ->E
Lee
Line
0.00
30.00
13.0
Block
1
E
R Gable
2,
W ->E
Lee
Line
15.00
30.00
14.4
0.0
Block
1
E
R Gable
1
W ->E
Lee.
Line
15.00
30.00
24.9
0.0
Block
1
W
L Gable
1
E ->W
Lee
'Line
0.00
15.00
0.0
24.9
Block
1
W
Wall •
2
E ->W
Lee
Line
0.00
30.00
13.0
Block
1
W
L Gable
2
E ->W
Lee
Line
0.00'
15.00
0.0
14.4
Block
1
W
Wall
1
E ->W
Lee
Line
0.00
30.00
22.5
Block
1
W
R Gable
1
E ->W
Lee
Line
15.00
30.00
24.9
0.0
Block
1
W
R Gable
2
E ->W
Lee
Line
15.00
30.00
14.4
0.0
Block
1
E
L Gable
1
E ->W
Wind
Line
0:00
15.00
0.0
24.9
Block
1
E
Wall
2
E ->W
Wind
Line
0.00
30.00
20.7
Block
1
E
Wall
1
E ->W
Wind
Line
0.00
30.00
22.5
Block
1
E
L Gable
2
E ->W
Wind
Line
0.00
15.00
0.0
23.0
Block
1
E
R Gable
1
E ->W
Wind
Line
15.00
30.00
24.9
0.0
Block
1
E
R Gable
2
E ->W
Wind
Line
15.00
30.00
23.0
0.0
Block
1
S
Roof
1
S ->N
Wind
Line
-2.00
32.00
28.3
Block
1
S
Roof
2
S ->N
Wind
Line
-2.00
32.00
-0.6
Block
1
S
Wall,
1
S ->N
Wind
Line
0.00
30.00
22.5
Block
1
S
wall
2
S ->N
Wind
Line
0.00
30.00
20.7
Block
1
N
Roof
2
S ->N
Lee
Line
-2.00
32.00
18.5
Block
1
N
Roof
1
S ->N
Lee
Line
-2.00
32.00
28.3
Block
1
N
Wall
2
S ->N
Lee
Line
0.00
30.00
13.0
Block
1
N
Wall
1
S ->N
Lee
Line
0.00
30.00
22.5
Block
1
S
Roof
1
N ->S
Lee
Line
-2.00
32.00
28.3
Block
1
S
Roof
2
N ->S
Lee
Line
-2.00
32.00
18.5
Block
1
S
Wall
1
N ->S
Lee
Line
0.00
30.00
22.5
Block
1
S
Wall
2
N ->S
Lee
Line
0.00
30.00
13.0
Block
1
N
Roof
2
N ->S
Wind
Line
-2.00
32.00
-0.6
Block
1
N
Roof
1
N ->S
Wind
Line
-2.00
32.00
28.3
Block
1
N
Wall
1
N ->S
Wind
Line
0.00
30.00
22.5
Block
1
N
Wall
2
N ->S
Wind
Line
0.00
30.00
20.7
Legend:
Block - Block used in load generation, Accum. = loads from one block combined with another, Manual = user entered loads (so no block); F - Building
face (north, south, east or west); Element - building surface on which loads generated or enterer# Load Case - ASCE 7 All heights Case 1 or 2,
ASCE 7low rise T = Transverse, L = Longitudinal; Surf Dir- Windward or leeward side of the building, Prof- Profile (distribution); Location - start and
end points on building element; Magnitude - Start = intensity of uniform and point loads or letimost intensity of trapezoidal load, end = right intensity of
trap load, Trib Ht - Tributary height of user -applied area loads only
Notes:
Loads on the North, East, South, West face(s) based on 10 psf minimum wind pressure as per ASCE 7-05 Section 6.1.4.1.
F-1 I Woodworks® Shearwalls SOFTWARE FOR WOOD Dr
WoodWorks® Shearwalls 8.11 Aug. 6, 2009 12:04:08
Level 1 of 1 L6
50.8
28.3 28.3 35'
LP
(V
• N
t
r�
ku %
Lt1049
B-1
N
V it
50.8
-- Factored &arline force (Ids) iit J UWactored applieAhear load (plf)20 25' 30' 35'
Factored holddown force (lbs) Unfactored dead load (plf,lbs)
• C Compression force exists Uplift wind load (plf,lbs)
■ Vertical element required Applied point load or discontinuous shearline force (lbs)
Loads Shown: W; Forces: W + 0.61D.
7r=
OZA
10'
t
LQ
(V
N
5'
0'
-5'
Woodworks® Shearwalls Untitled Aug. 6, 200912:15:30 1
Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Notes:
Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.47; Ev = 0.095 D unfactored; 0.066 D factored; total dead load factor. 0.6 - 0.066 = 0.534 tension, 1.0
+ 0.066 = 1.066 compression.
SHEAR RESULTS
North-South
Building Area .
Story Shear jlbsj
Reliability Factor p
Shear Force [plf]
Mass Pbs] [s .ft
E W NS
EW NS
'Level1
16854 900
1227 1227
- -
Structure
16854 -
1227 1227
1.00 1.00
Notes:
Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.47; Ev = 0.095 D unfactored; 0.066 D factored; total dead load factor. 0.6 - 0.066 = 0.534 tension, 1.0
+ 0.066 = 1.066 compression.
SHEAR RESULTS
North-South
W
For
HMW Fact.
Shear Force [plf]
Allowable Shear [plfj
Crit.
Shearlines
Gp
Dir
Int
Ext
V lbs vmax .
VIFHS
Int
Ext Co C Total
V Ibs
Resp.
Line 1
Level 1
-
Lnl, Levl
1
Both
1.0
1.0
30 14.3
14.3
180 1.00 S 180
5400
0.08
Line 2
Ln2, Levl
1
Both
1.0
1.0
"'•430 14.3
14.3
180 1.00 S 180
5400
0.08
East-West
W
For
HMW Fact
Shear Force [plf]
Allowable Shear [pif]
Crit.
Shearlines
Gp
Dir
Int
Ext
V Pbs] vmax
VIFHS
Int
Ext Co C Total
Vfibs]
Resp.
Line A
Level 1
LnA, Levl
1
Both
1.0
,1.0
430 j 14.3
14.3
180 1.00 S 180
5400
0.08
Line B .
LnB, Levl
1
Both
1.0
1.0
r 4-ro 14.3
14.3
180 1.00 S 180
5400
0.08
Legend.
W Grp - Wall group as listed in Materials table, For Dir -force direction, always both"; H/W factor - Factor due to shearwall height -to -width ratio for
interior and exterior wall sheathing, V- Factored shear force applied to entire line and amount taken by each wall; vmax - Base shear V/FHS/Co =
Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.36,. and IBC eqn. 23-4.
Following values marked with * means that value for shearline is the one for wall with critical design response on line, V/FHS*- Design shear force =
factored shear force per unit full height sheathing, lnt* - Unit shear capacity of interior sheathing, Ext* - Unit shear capacity of exterior sheathing Co* -
Perforation factor, C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest, Total* -
Combined unit shear capacity inc. perforation factor and H/W factor, V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* -
Critical response = Vapp/FHS/Vcap = design shear force/unit shear capacity
Notes:
V/FHS shown is shear force for use in shearwall design_ Vmax shown is V/FHS divided by perforation factor Co; it is the base shear to be used in
connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1.
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4.
Woodworks® Shearwalls untitled Aug. 6, 2009 12:15:30
SEISMIC LOADS
Level 1
Force
Profile
Location [ft)
Mag [lbs,plf,psf[
Dir
Start
End"
Start End
E -W
Line
-2.00
0.00.
27.2
27.2
E -W
Point
0.00
0.00
59
59
E -W
Line
0.00
15.00
31.2
35.5
E -W
Line �.
15.00
30-00
35.5
31.2
E -W
Point
30.00
30.00
59
59
E -W .
Line
30.00
32.00
27.2
27.2
N -S
Line
-2.00
0.00
27.2
27.2
N -S
Point
0.00
0.00
92 ,,
92
N -S
Line
0.00
30.00
31.2
31.2
N -S
Point
30.00
30.00
92
92
N -S
Line
30.00
32.00
27.2
27.2
Legend.
Loads in table can be accumulation of loads from several building masses, so they do not correspond wim a parmcutar ouuomg erement. Location -
Start and end of load in direction perpendicular to seismic force direction
Notes: I
All loads entered by the user or generated by program are specified (unfactofed) Ioads.The program will apply a load factor of 0.70 and
reliability/redundancy factor to seismic loads before distributing them to the shearlines.
Level 1 of 1
V
r:
I
u^
Lr.
Cr
u
u
r
rn
u�
0
u
192
WoodWork$® ShearwallS SOFTWARE FOR WOOD DESIGN (�G
WoodWorks® Shearwalls 8.11 Aug. 6, 2009 12:02:30
27.2
31..2
Factoreg sheadine force (Ids) LW Untgtored applied shldr load (plf) 20' 25'
Factored holddown force (lbs) Unfactored dead load (plf,lbs)
• C Compression force exists Applied point load or discontinuous shearline force (lbs)
■ Vertical element required
Loads Shown: Qe; Forces: 0.7E + 0.61); E = pQe + 0.2 Sds D; p(NS) =1.0; p(EW) =1.0; Sds = 0.47.
10
30'
25'
20'
15'
10'
.5-
a
92
27.2 -5-
30'
longitudinal
load case
3
L
30.0
ft
b
30.0
ft
RWnd
1049
lb
VvAnd
35
plf
DESIGN ROOF DIAPHRAGM
wind governs
V 35 plf
Use 15132" OSB unblocked
nailing: 8d commons (2.5"x0.131") 6" at edges, 12" in field
Val[ 180 plf
SHEAR TRANSFER AT. EAVES LINES:
Connect each rafter to beam with H1
485 Ib / 2' 243 plf
transverse
load case
ws pif
rho
weight/foot
wg / 1.4 * rho plf
L
Rseismic 430 Ib
ft
Vseismic 14 plf
wind governs
V 35 plf
Use 15132" OSB unblocked
nailing: 8d commons (2.5"x0.131") 6" at edges, 12" in field
Val[ 180 plf
SHEAR TRANSFER AT. EAVES LINES:
Connect each rafter to beam with H1
485 Ib / 2' 243 plf
transverse
load case
1
weight/foot
plf
L
30.0
ft
cs
b
30.0
ft
ws'
rho
plf
RvAnd 1636 Ib
Vwind
55
plf
ws /.1.4 * rho
plf
Rseismic
:430 Ib
Vseismic
14 plf
wind aoverns
v 55 pif
Use 15132" OSB unblocked
nailing: 8d commons (2.5"x0.131") 6" at edges, 12" in field
Val[ 260 plf
SHEAR .TRANSFER AT GABLE END LINES:
Roof & shearwall en on rafter
Toenail truss bottom chord to top plate with 16d (cil 12" OC
Vali = 0.83 * 1.3:* 1,31 Ib / 1' 141 plf
wall h
number of shearwalIs
total length of shearwalls
DESIGN SHEARWALLS- RIGHT GABLE
MARK # 2
9.0 ft
1
11.00 ft '
DESIGN SHEARWALL SHEATHING (wind governs)
RWnd 1636 Ib (see_)
v = R / total shearwall length 149 plf
Sheathing 3/8" OSB or plywood unblocked
nailing 8d 6" at edges and 12" in field
nails 2.5"x0.131" commons or 2.5"x0.113" gafv box
Vail 260 plf
HOLDDOWNS
mark # width height wt floor wt,00f (net)' wL a„ 0.67 * Wttot l Mres;st mot. Thd hd
ft ft Ib lb ' Ib Ib ft*Ib ft*Ib Ib
2 11.00 1 9.0 1 0 1 0---T 500 1 335 1 1844 1 14724 1 1171 1note 2
notes:
1. Includes uplift
2. SSTB20 Mill = 4600 Ib) with HDU2-SDS2.5 (Ta„ = 3075 Ib)
DESIGN SHEAR FRAMING
2x nom blocking at (panel horizontal edges
DESIGN SHEAR ANCHORAGE
dia 1/2 in fc 2000 psi min
embed. 7.00 in IV.,,,=1.3 * 650 Ib 845 Ib (NDS table 11 E)
mark # width V bolts req'd
ft Ib ea
2 11.00 1636 2
note:
1. Anchor bolt washers to be 3" x 3" x 0.229". Washers may have a diagonal slot 1-3/4" long max by the bolt width
plus 3/16" max provided a standard cut washer is placed between the plate washer and the nut.
2. Place one bolt between 3-1/2 and 12" from each end and remainder spaced evenly per shearwall .
L
I
wall h
number of shearwalls
total length of shearwalls
DESIGN SHEARWALLS- LEFT GABLE
MARK # 1
9.0 ft
1
30.00 ft
DESIGN SHEARWALL SHEATHING (wind governs)
Rwnd 1636 Ib (seems
v = R / total shearwall length 55 plf
Sheathing 3/8" OSB or plywood unblocked
nailing. 8d 6" at edges and 12" in field
_nails 2.5"x0.131" commons or 2.5"x0.113" gals box
Vail 260 plf
HOLDDOWNS
mark #, width height wt floor wt..f (net)' wt.,, 0.67 * Wttota, Mresist . Mot Thd hd
ft ft Ib Ib Ib lb ft*Ib ft*Ib Ib
1 30.00 1 9.0 0 0 1365 914 13717 14724 1 34 note 2
notes:
1. Includes uplift
2. NONE, T<5001-13
DESIGN -SHEAR FRAMING
2x nom blocking at panel horizontal edges
r1FC1(,hl CI-NFAR AlklrHORAC;F
Jia v 1/2 in v fc 2000 psi min
imbed. 7.00 in Vail= 1.3 * 650 Ib 845 Ib (NDS table 11 E)
mark # width V bolts req'd
ft Ib ea
1 30.00 1636 2
note:
1. Anchor bolt washers to be 3" x 3" x 0.229". Washers may have a diagonal slot 1-3/4" long max by the bolt width
plus 3/16" Max provided a standard cut washer is placed .between the plate washer and the nut.
2. Place one bolt between 3-1/2 and 12" from each end and remainder spaced evenly per shearwall .
i
r
DESIGN SHEARWALLS- FRONT EAVE
MARK # 1
wall h� 9.0 ft
number of shearwalls 1
total length of shearwalls 20.50 ft
DESIGN SHEARWALL SHEATHING (wind governs) .
RvAnd1 1049 Ilb (see—)
v = R / total shearwall length 1 51 1pIf
Sheathing 3/8" OSB or plywood unblocked
.
nailing 8d 6" at edges and 12" in field
nails 2.5"x0.131" commons or 2.5"x0.113" gals box
Va0 260 plf
HOLDDOWNS
mark # width
height
wt floor
wtreot (net)'
wt,,,,ii
0.67 * Wttota,
Mresist
Mot
Thd hd
lb
lb
lb
lb
ft"lb
ft"lb
Ib
1 1 20.50
1 9.0
0
220
1019
1 830 1
8511
9441 1
45 note 2
notes:
1. Includes uplift
2. NONE, T<500LB
DESIGN SHEAR FRAMING
2x nom blocking at -panel horizontal edges
nF-.qnN* 4HFAR ANCHORAGF
iia 1/2 in fc 2000 psi min
.,mbed. 7.00 in IV.(( = 1.3" 650 Ib 845 Ib (NDS table 11 E)
mark # width -V bolts req'd
ft Ib ea
1 20.50 1049 2
note:
1. Anchor bolt washers to be 3" x 3" x,0.229". Washers may have a diagonal slot 1-3/4" long max by the bolt width
plus 3/16" max provided a standard cut washer is placed between the plate washer and the nut.
2. Place one bolt between 3-1/2 and 12" from each end and remainder spaced evenly per shearwall
i.
DESIGN SHEARWALLS- REAR EAVE
MARK # 1
wall In 9.0 ft
number of shearwalls 1
total length of shearwalls 30.00 ft
DESIGN SHEARWALL SHEATHING (wind governs)
RyAnd 1049 Ib (seems
v = R / total shearwall length 1 35 1plf
Sheathing 3/8" OSB or plywood unblocked
nailing 8d 61' at edges and 12" infield
nails 2 5"x0.131" commons or 2.5"x0.113" galy box
Vail .260 plf
HOLDDOWNS
mark # width height wt floor wtroof (net)' wtwaii 0.67 * Wttota, M.,St Mot Thd hd
ft ft lb lb Ib lb ft*Ib ft*Ib Ib
1 30.00 -.9.0 1 0 1 322 1492 1 1215 18228 9441 1 -293 1 note 2
notes:
1. Includes uplift
2. NONE, T<500LB
DESIGN SHEAR FRAMING
2x nom blockinq at panel horizontal edges
(1F.qIrN gl4F=AP AMrHOPAC-,F
dia 1/2 in _ fc 2000 psi min
embed. 7.00 in Vat, = 1.3 *' 650 Ib 845 Ib (NDS table 11 E)
mark # width V bolts req'd
ft Ib ea
1 30.00 1049 2
note:
1. Anchor bolt washers to be 3" x 3" x 0.229". Washers may have a diagonal slot 1-3/4" long max by the bolt width
plus 3/16" max provided a standard cut washer is placed between the plate washer and the nut.
2. Place one bolt.between 3-1/2 and 12" from each end and remainder spaced evenly per shearwall .
SHEARWALL SCHEDULE
number
sheathing
nail and spacing (in)'
tension tie
shear
notes
thickness
anchorage
1 3/8" OSB 8d @ 6" & 12" none1/2" Hb U max 1,4
2 3/8" OSB 8d @ 6" & 12" SSTB20 1/2" AB 6' max 2,3,4
HDU2-SDS2.5
NOTES
1 Nails 2.5"x0.131" commons or 2.5"x0.113" galv box
2 Anchor bolt washers to be 3" x 3" x 0.229". Washers may have a diagonal slot 1-3/4" long
max by the.bolt width plus 3/16" max provided a standard cut washer is placed between the
plate washer and the nut.
3 Studs at ends of shearwalls to be 4" nominal or (2) 2x nailed 12" OC w/ 16d, staggered
4 2" blocking at horizontal panel joints
1
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777
_APPROVE
-�
�-
'Butte Coun
_
vironm ntal H
alth.
.
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g�
June 27, 2001
Harold & Shirley Prescott
63 Live Oak Knolls
Oroville, CA 95966
:. _ .. Elf it, 6 Dunt
LAND OF NATURAL WEALTH AND BEAUTY,
PLANNING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397
TELEPHONE: (530) 538-7601
FAX: (530) 538-7785
CERTIFIED MAIL.
Re: Use Permit UP 01-19, APt041-520-030,1
Mr. and Mrs. Prescott:
Enclosed is your validated Use Permit No. UP 01-19 to allow Use Permit to allow a permanent
second dwelling unit. located at At the intersection of Condor Road and Deer Hollow Lane, and just
east of the intersection of Cherokee Road and Run Around Road, Cherokee.
Should'you have any questions regarding this matter, please contact this office between 8:00 a.m.
and 4:00 p.m.,- Monday through Friday.
Sincerely,
Diane Lewellen
Office Assistant III
Enc. ,
cc: Land Development Division .
,,-'Building Division
Environmental Health
Department of Forestry
USE PERMIT
jUN 26 20
BUTTE COUNTY PLANNING COMMISSION
DATE: (Certified Mail Rec.)
UP 01-19
PERMIT NO.
041-520-030
ASSESSOR'S PARCEL NO.
Pursuant to the provisions of the Zoning Ordinance of the County of Butte and the special
conditions set forth below, Harold & Shirley Prescott are hereby granted a Use Permit in
accordance with the application filed for a permanent second dwelling unit.
1. Failure to comply with the conditions specified herein as the basis for approval of
application and issuance of Permit, constitutes cause for the revocation of said permit in
accordance with the procedures set forth in the Butte County Zoning Ordinance,
including Butte County Code Sec. 24-45.65.
2. Unless otherwise provided for in a special condition to this use permit, all conditions
must be completed prior to or concurrently with the establishment of the granted use.
The use granted by this permit must be established within 24 months of the delivery of
the countersigned permit to the Permittee.
3. Minor changes may be approved administratively by the Directors of Development
Services, Environmental Health, or Public Works, or their respective designee, upon
receipt of a substantiated written request by the applicant. Prior to such approval,
verification shall be made by each Department or Division that the modification is
consistent with the application,. fees paid and environmental determination as
conditionally approved. Changes deemed to be major or significant in nature shall
require a formal application for amendment.
4. If any use for which a use permit has been granted is not established within two years of
the date of receipt of the countersigned permit by the Permittee, the permit shall become
null and void and reapplication and a new permit shall be required to establish the use.
5. The terms and conditions of this permit shall run with the land and shall be binding upon
and be to the benefit of the heirs, legal representatives, successors, and assigns of the
Permittee.
M,
Conditions of Approval:
Planning Division
1. Measures shall be taken to control fugitive dust emissions from all civil construction
associated with development of the site. Standard Mitigation Measures to prevent or
reduce fugitive dust emissions can be obtained from the Butte County Air Quality
Management District.
2. The project site shall be developed in accordance with the approved project site plan and
the conditions contained herein. Said site plan is on file in the Planning Division, is date-
stamped April 3, 2001, and is incorporated herein by this reference.
Fire Department
Construction, installation or development of structures or facilities on the parcels/lots
shall comply with the latest California Fire Safe Regulations, (Public Resources Code
4290), and all other applicable State and County codes, ordinances and regulations in
effect at the time of application for improvement permits.
4. Building identification and/or addresses shall be installed in conformance with Public
Resources Code 4290 and shall be posted at the beginning of building construction and
maintained continuously thereafter.
Environmental Health Division
5. Sewage disposal permits shall be obtained prior.to issuance of building permits.
Other Conditions
6. Applicant must also comply with all other applicable State and local statutes, ordinances
and regulations.
I hereby declare under penalty of perjury that I have read the foregoing conditions, that
they are in fact the conditions which were imposed upon the granting of this use permit, and that
I agree to abide fully by said conditions.
/ I
Dated:
Applicant
NOTE: Issuance'of this Use Permit does not waive requirement of obtaining Building and
Health Division permits before starting construction, nor does it waive any other requirements.
2
Butte County Planning CommissiChairman
Irl eE,
CC: Land Development Division
Building Division
Environmental Health Department
Butte County Fire Department/CDF
Assessor's Office
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APPROVED
D q�A opment Plan '
DATE U U N 2 6
USE PERMIT ✓ VARIANCE
MINOR U.P._._ADM.PERMIT:..__ e o
-v e�
PLANNING COMMISS. PI;
P
DIRECTOR OF
_ _ DEVELOPMENT SERVICES
Yr County
L A N D O F N A T U R A L W E A L T H A N D B E A U T Y
BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397
TELEPHONE: (530) 538-7541
FAX: (530) 538-2140
April 23, 2002
Harold & Shirley Prescott RE: Change of Address Notice
4 Run Around Road A.P. #041-520-030
Oroville, CA 95965
Dear Harold & Shirley Prescott:
I have been unable to contact you at the phone number you provided. In response to your request, on
October 29, 2001, you were mailed a change of address notification for your property (see attached
copy). The address is 83 Run Around Road, Oroville.
If you have any questions concerning this matter, please contact myself or Scott Rutherford at 538-
7541.
Sincerely,
(7
Alice Mefford /
Supervisor, Staff Support Services for
Scott Rutherford
Chief Building Inspector
attachments
B E A U T Y
BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397
TELEPHONE: (530) 538-7541
FAX: (530) 538-2140
CHANGE OF ADDRESS
NOTICE
Dear Harold Prescott:
October 29, 2001
A.P. #041-520-030
A county -wide comprehensive address numbering system was adopted October 18, 1977 by the Butte County
Board of Supervisors to enable emergency vehicles from fire, sheriff and ambulance services to respond
quickly to calls and to facilitate postal and other delivery services.
The Development Services Department, with the assistance of your emergency services, currently is assigning
PERMANENT HOUSE NUMBERS to all residences and businesses in the unincorporated territory of the
county. The address numbering system will replace the various rural route numbers previously used. Each
residence and place of business will have its own address, even if you receive mail at the post office.
Your old address was Unassigned and your PERMANENT ADDRESS is 83 Run Around Road, Oroville
and is effective October 29, 2001
In order to facilitate the delivery of mail, it is the responsibility of each individual property owner or resident
to file a change of address card with the post office; also please notify all utility companies, magazine
subscription publishers, County Assessor's Office, etc., and friends and family
address change. This will not affect the residents who pick up their mail at the post office.to advise of your
Street signs and house numbers must be installed at the proper locations. County standards for mailboxes and
residence identification and numbering are shown on the attached diagram. Please install your new address
number promptly. There is no substitute for clear visible numbers properly installed for the convenience of
residents in the community.
If you have any questions concerning this matter, please contact Scott Rutherford of this office at (530) 538-
7541.
SR:ahb
Attachment
cc: Assessor/Elections/Post Office
kvtruly yours,
Scott Rutherford
Chief Building I pector
- NOTES
RESIDENTIAL
F04-1--520-030--01-2586--------�
I PRESCOTT, HAROLD
i 133 RUNAROUND RD, OROVILL
CONT: SKYCREST ENT '
NEW MH NEW SITE -PERM FNDr�
;p
THE HCD FORM 433A FOR THIS MH CANNOT BE
RECORDED UNTIL ONE OF THE FOLLOWING HAS f
BEEN TURNED IN TO THE BUILDING DIVISION: I
(1) LICENSE PLATE(S) OR DECAL (THE
INSPECTOR MUST RETREIVE).
(2) STATEMENT OF FACTS (ONLY ON
NEW MH'S).
INSPECTOR TO VERIFY SERIAL & LABEL #'S.
vv
SPECIAL CONDITIONS
CHECKED
BY
SRA
'* FLOOD CERTIFICATE REQ.
FIRE SPRINKLERS REQ.
SPECIAL INSPECTION ITEMS
VERIFY
{ USE PERMIT CONDITIONS
SUB -STANDARD HOUSING LETTER
OFFI E COPY I
1�3( Address I
GAS �—
Meter By Date
ELECTRIC
Meter By� Date
4
t
t
JOB FINALED Date
Signature
-7
COUNTY OF BUTTE
BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
411 Main Street * Chico, CA * (530) 891-2751
7 County Center Drive * Oroville, CA * (530) 538-7541
CORRECTION NOTICE
Pr e 5 e- c, -1- 4- .2,5;5. �
OWNER PERMIT NO
.-I
A routine inspection indicates that the following violations of butte county Ordininces exist at the
above address and should be corrected. Please notice this office when correction of work is
completed. If you have any questions pertaining to this matter, or need additional explanation,
please contact this office immediately.
4/ (1--e " , 1. "/
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Date Inspector
R
V��
COUNTY OF BUTTE
BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
411 Main Street * Chico, CA * (530) 891-2751
7 County Center Drive - Oroville, CA 9 (530) 538-7541
CORRECTION NOTICE
6WNER PERMIT NO.
A routine inspection indicates that the following violations of butte county Ordinances exist at the
above address and should be corrected. Please notice this office when correction of work is
completed. If you have any questions pertaining to this matter, or need additional explanation,
ple�ase 9 tact this office immediately.
69 k -e:> t /,POP lk? /424,4
A01
I/ t9 C-_1 I.,
0
Date
REV 1
COUNTY OF BUTTE
BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
411 Main Street * Chico, CA e (530) 891-2751
7 County Center Drive - Oroville, CA * (530) 538-7541
CORRECTION NOTICE
�D /-
R
= 5
&
PERMIT NO.
A routine inspection indicates that the following violations of butte county Ordinances exist at the
above address and should be corrected. Please notice this office when correction of work is
completed. If you have any questions pertaining to this matter, or need additional explanation,
please contact this office immediately.
:!7- A
Date Inspector
REV ;0/92/
✓ = OK +:
0 = Not OK
- = Not Applicable ' MOBILE HOMES
* = Not Ready
Date
MOBILE HOME UTILITIES (Plans) OK except #'s
Card B-1
1 ning Requirements -Setbacks -Easements
Card B-14
. Soils; Special MH Support Sketch
Card B-1
ewer; Location -Test -Fall -C/0 -Concrete
,#or
ater; Location -Test -Easement Needed (Sketc
Electricity; Location-Clearances'•Grnd• 'PA -concrete
Wood Awn.; Posts- Bea ms- Rftrs.-Connectors
Shthg.-Frg-Bracing
6. Gas; Location -Test -Wrap;-/ /" L'ft.!
/• ,e'Nat. orC55Vft j&TLPG
5.
ell Clearance & Disconne
8. Utility Clearance
Date L2, WQ Card B-1 t Date Card B-1
Date Card B- a Date Card B-1
Date MOBILE H PNSTALLATION (Plans) OK except #'s
1.o 69 Requirements -Setbacks -Easements
Z ootings; Sixe-Spacing-Marriage Line
LF -Drain; MH Test -Fall -Flex Connector
$/WBtefand Sewer Connected -C/O to Grade -HD Approval
Gas and Electricity Tagged
ns- pe -Installation Cert.
10. Exits; Insp.-Sketch
11. Cert. of Occupancy
12. Permanent Foundation Only; License Decal
Date12
Card B-1'
Date
Card B-1
Date
Card B-14
Date
Card B-1
t?
L
7-06'sc9
C7 c) �
�1 •-1.
7 •1 l
/rM ,
MISCELLANEOUS
Date
DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s
1.
Zoning Requirements -Setbacks -Easements
2.
Footings; Soils -Size -Depth -Spacing -Connectors -Steel
3.
Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails
4.
Wood Awn.; Posts- Bea ms- Rftrs.-Connectors
Shthg.-Frg-Bracing
5.
Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures
6.
Carports; Windows -Doors
7.
Electric
8.
Frmg.; Sills-Anchors-Studs-Rftrs-Trusses
9.
Siding; Nailing -Veneer -Stucco -Mesh
10.
Roof; Shthg-Roofing
11.
Ext.; Steps -Doors -Landings
12.
Braced Wall Panels
Date
Card B-1 Date Card B-1
Date
Card B-1 Date Card B-1
Date
FINAL (Plans) OK except #'s
1.
Setbacks -Easements
2.
Soils; Compaction -Structure Stability
3.
Pool Structure; Steel -Connections -Thickness
Dead Men -Lining
4.
Elec.; Receptacles and Lighting, Distance-GFI
5.
Elec.; Pool Lighting; 15 Volts-GFI
6.
Elec.; Enclosures; Conduit Entries -Terminals -Listed
7.
Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater
8.
Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg.
Boxes- Enclosures-Panelboards-Ins. to Main in Conduit
9.
Health Department Approval
10.
Plumb.; Cir. Test -Water Supply Test
11.
Light Niche
Date
Card B-1 Date Card B-1
Date
Card B-1 Date Card B-1
./ = OK
0 = Not OK
- = Not Ready able
= Not ReadRESIDENTIAL (Single & Duplex)
Date Underfloor (Plans) OK except #'s I I .Date FRAMING (Continued)
Date
1.
Zoning -Setbacks- Ease ments-Flood -Slope
Sills Proper Materials & Anchors
2.
Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth
42.
3.
Ftg., Garage; Soils-Steel-Elec. Grnd.-/ P' Ftg. Depth
Draft Stop in Walls (rat proof)
4.
Ftg., Porches & Decks; Soils -Steel-/ P' Ftg. Depth
45.
5.
Stemwalls, Main; Steel-Blockouts-Wrapped
6.
Stemwalls, Garage; Steel-Blockouts-Wrapped
6a.
Hold Downs and Special Anchors
7.
Slab, Steel -Wrapped
8.
Piers -Fireplace Ftg.-Steel
9.
D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test
10.
UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test
11.
Water Pipe; Test -Anchors -Regulator -Service Test
12.
Electric Underground
13.
Plenums & Ducts; Clearance -Material -Support -Ins.
14.
Girders -Sills -Anchor Bolts-Joists-Vents-Crippies
15.
Access & Ventilation
16.
Insulation
77.
Plb., Elec. & Mech. Equip. Listed for Location
Date
78.
Card B-1 Date Card B-1
Date
79.
Card B-1 Date Card B-1
Date
80.
PLUMBING (Permit) OK except #'s
17.
Water Htr.; Vent -Access -Combustion Air Baffle
18.
Water Pipe; Test & Anchor -Nail Protection
19
D.W.V.; Test Fittings & Anchor -Nail Protection
20.
Shower Pan; Test, First Floor -Tub Access
21.
Test Tub & Shower, Second Floor -Tub Access
22.
Gas Pipe; Sixe & Anchors
86.
Water Well, Disconnect, Electrical, Plumbing
Date
87.
Card B-1 Date Card B-1
Date
88.
Card B-1 Date Card B-1
Date
89.
ELECTRICAL (Permit) OK except #'s
23.
Fixture & Transformer Clearance -Ins. Protection
24.
Elec. Receptacles Spacing -Lights & Switches at Doors
25.
Size Boxes & No. of Conductors Stapled
26.
Romex Installed Close to Edge of Studs & C.J.
27.
Equip. Ground made up w/Mech Fasteners -Bond Gas & Water
28.
2 Appliance Circuits in Kitchen & Conductor Size GFI
Date
29.
Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or At
Date
30.
Range Circle / / ga Cu or AI -Oven Circ. / / ga Cu or At
Insulated Neutral ❑ Yes U No
Date
31.
Service -Riser Conductors & Ground Main Disconnect
Comments at Final:
32.
Equip. Clearances Panels-Motors-Mech. Equip.
33.
Clothes Closet Light -Shower Light -Spa Light
34.
Smoke Detector
Date
Card B-1 Date Card B-1
Date
Card B-1 Date Card B-1
Date
MECHANICAL (Permit) OK except #'s
35.
A.C. Ducts Insulation & Support
36.
Vent Fan, Exhaust above insulation
37.
Condensate Drain & Overflow, Size & Grade
38.
Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet
39.
Attic Access & Platform if Furnace in Attic
Date
Card B-1 Date Card B-1
Date
Card B-1 Date Card B-1
Date
FRAMING (Permit) OK except #'s
40.
Sills Proper Materials & Anchors
41.
Walls Studs -Nailing Spacing & Braces -Plates -Sound
42.
Bearing Walls over Girders & Floor Nailing
43.
Draft Stop in Walls (rat proof)
44.
Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs
45.
Headers & Beams -Size & Bearing
46. Hangers -Post Caps -Anchors -Conn ec(ors
47. Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rfng.
48. Fireplace Ties or Type A Flue -Fireplace Throat Clearance
49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles
50. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions
51. Garage Fire Protection Framing
52. Property Line Firewall & Openings
53. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits
54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection
55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers
56. Siding -Nailing Veneer
57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access
58. Glazing Area -Glass Protection -Skylights -Plastic
59. Shear Walls; Nailing -Bolts
60. Brace Interior/Exterior Wall Panels
61. Insulation -Walls -Ceilings
62. Infiltration -Walls -Windows
Date
Card B-1 Date Card B-1
Date
Card B-1 Date Card B-1
Date
FINAL (Plans) OK except #'s
63.
Ext. Steps -Door & Sidelight Protection -Landings
64.
Smoke Detector
65.
Furnace Vents -clearance -Comb, Air -Connector -
In Garage; Above Floor-Ducts-Mech. Protection
66.
Bedroom Exiting
67.
G.F.I. & Bath Fixtures & Tub Access -Spa
68.
Elec. Trim & Subpanel, Breaker Sizes & Labels
69.
Stairs & Rails
70.
Fireplace or Stove, Clearance -Hearth
71.
Elec. Outlets at Wood Panel, Int. & Ext.
72.
Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance
73.
Elec. Outlets & Receptacles at Kit. Counter
74.
Garage Fire Door; Swing -Landing -Closure
75.
A.C. Duct in Garage -Damper
76.
Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V.
in Garage; Above Floor-Mech. Protection
77.
Plb., Elec. & Mech. Equip. Listed for Location
78.
Elec. Receptacles in Garage (F.F.I.)-Romex Protection
79.
Insulation -Foam -Looked in Attic
80.
Guard Rails & Deck Construction -Post Caps
81.
Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth
Clearance Looked under Floor U Yes
82.
Following Instld./Drive J Yes J No/Walks J Yes J No/Planters J Yes J No
83.
Stucco Brown -Finish
84.
A.C. Unit Disconnect, Electrical -Plumbing
85.
Vents Above Roof, Plbg- Appliance- Fireplace -Clearance to Openings
86.
Water Well, Disconnect, Electrical, Plumbing
87.
Exterior Elec. Trim, G.F.I. Receptacle -Underground
88.
Ventilation Throughout House
89.
Glass Protection
90.
Corrections from Previous Inspections
91.
Gas Test -Meters Tagged, Gas -Electric
92.
Water & Sewer Connected -C/O to Grade -HD Approval
93.
Energy Compliance Certificate -Other Certificates
94.
Address Posted
Date
Card B-1 Date Card B-1
Date
Card B-1 Date Card B-1
Date
Card B-1 'Date Card B-1
Comments at Final:
COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION
7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO.
(Rev. 12/96) APPLICATION ANb PERMIT 621-X!�E6
ASSESSOR PARCEL NUMBER
041-520-030
ZONING
BUILDING PERMIT
OWNER PRESCOTT HAROLD
TELEPHONE
SO. FT, OCC. BUILDING VALUATION
1487 R 90,299.00
. OWNERS MAILING ADDRESS
4.RUNAROUND RD CHEROKEE
CONTRACTOR'S NAME
SKYCREST ENT
TELEPHONE
342-2694
CONTRACTORS MAILING ADDRESS
' 13468 HWY 99 E CHICO 95973
CONSTRUCTION LENDER
Fireplace
LENDER'S MAILING ADDRESS
Total Valuation $
QQ
ARCHITECT OR ENGINEER
LICENSE NO.
Filing Fee $
20.00
Permit Fee $
277.00
ARCHITECT OR ENGINEERS MAILING ADDRESS
Plan Checking Fee $
BUILDING ADDRESS S
Energy Plan Checking Fee $
$
PERMIT FEE $
320.00
LOT NO.
SUBDIVISIONS NAME
PARCEL MAP
PLUMBING PERMIT
Filing Fee 20.00
USEOFSTRUCTURE
SF ❑ Duplex ❑ Mobilehome (M Other
SPECIFY
Each Trap
7.00
Solar or heat pump water heater
23.00
Water piping
15.001 5 -no
Each gas water heater or vent
15.00
TYPE OF WORK
New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation) Other ❑
Describe Work: NEW M -I --NEW SITE PERM FNDN
Gas piping system 1 - 5 outlets
15.00 1 9_00
Building sewer
15.00
Mobile Home I S I G I W
@20.00
PERMIT FEE $
ELECTRICAL PERMIT
Filing Feel 20.00
000R LE
Main Service .0.11 OR LESS
23.00
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter
9 (commencing with Section 7000) of Division 3 of the Business and Professions Code,t,Gµp.IpT'
and my license is•p full force and effect. ryp �7L
License Class �� z Lic. No. p( !n�}� /Q
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractors License
Law for the following reason:
❑ I, as owner of the property, or my employees with wages as their sole compensation,
will do the work, and the structure is not intended or offered for sale.
❑ I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project.
❑ 1 am exempt under Sec. Business and Professions Code for this
reason
Main Service PDA TO IDDDA
46.00
NEW CONST. DWELLING OCCUR
OR ADONS. ( 3 ACC. BLDS.
sD
3.5¢Fr:
MULTBRANCI.OUTI.ETITS
�a 7,50
POWER APPARATUS
6 SINGLE OUTLET CIR.
DR
Ex. Occup. OUTLET ORFUREs
20@'.DD
BAL p .50
Ex. Occup.OFDCS A= OR
5.00
Temporary Service
23.00
Mobile Home Facilities
20.00
Misc. Wiring
23.00
PERMIT FEE $
WORKERS' COMPENSATION DECLARATION
1 hereby affirm under penalty of perjury one of the following declarations:
❑ I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by section 3700 of the Labor Code, for the
performance of the work for which this permit is issued.
❑ 1 have and will maintain workers' compensation Insurance, as required by Section
3700 of the Labor Code, for the performance of work for which this permit is issued.
My workers' com a sation insurance carrier and policy number are:
Carrier /—
Policy Number
(The above sections need not be completed If the permit is for work of a valuation
of one hundred dollars ($100) or less.)
❑ 1 certify that in the performance of the work for which this permit is issued, I shall
not employ any person In any manner so as to become subject to workers'
compensation laws of California, and agree that •f I should become subject to thet
workers' compensation provisions of section 3700 of the labor Code, I shall
forthwith comply with tho provisions.
X � �
Date—/4
Sig of Applicant - ❑ Own Contractor ❑ Agent
Ani HA permit is required for excav tions over 60" deep and demolition or construction
of structures over 3 stories in height.
MECHANICAL PERMIT
Filing Fee 20.00
Heating
Cooling
Hood 6.50
Ventilation
PERMIT FEPE $
Mobile Home Installation Fee $
Energy Inspection Fee $
DCC
CONST. TYPE
T TAL FEE $ 428.00
2Z.1
IMP
FLOOD
PARCEL
PD
H
ISS
This permit is hereby issued under the applicable provisions
of th utta Coun Code and/or Resolutions to do work
in 'ate ab a for which fees have been paid.
ey Dat !p
PERMIT EXPIRES ON �iG 0?�
Date
ReceiptNo.336616 428.00
WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT
:..� t... �_c,sn
.t�
COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION
7 COUNTY CENTER DRIVE - OROVILLE, CAIFOR
L'NIA 95965 - TELEPHONE (530) 538-7541
PERMIT APPLICATION DATA SHEET
OWNER: (4 ASSESSOR PARCEL NUMBER: Ca -1S :�, () -M()
Proposed uilding Use: bew m Building Inspector: !� Date:
At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance:
Date Received By
Zi. All items have been submitted .------------------------
-------------------------------------------------------------
02. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------
❑3. Complete plans, 3/4 sets, signed by the preparer of plans. ------------- ---------------------------------------
E14. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. --------
❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------
❑6. Energy Design Compliance and supporting documentation. ----------------------------------------------------
❑ 7. Statement of Intent for Non -Heated and A/C Buildings. ---------------------------------------------------------
❑ 8. Hazardous Material Form.------------------------------------------------------------------------------------------
❑ 9. Manufactured Home data and installation instructions including Tie Down Specifications.-----------------=
❑ 10 ees of $ -------------------------------------------------------------------------------------
1 Impact fees as shown on the attached schedule.-----------------------------------------------------------------
❑ 12. California Department of Forestry plan approval/fees. ---------------------------------------------------------
1113.
--------------------------------------------------------
❑13. Flood elevation certificate. ----------------------------------------------------------------------------------------
❑ 14. Sanitation and plot plan approval Health Department. -------------------------------------------
1115.
------------------------------------------
❑15. City of Chico plumbing permit. -----------------------------------------------------------------------------------
❑ 16. Plot plan and business license approval from the City of Biggs. ----------------------------------------------
g PP () (B) g: --------------------------
0 ❑ 17. Planning approval for A Use: (� 11 Parlun -------------------------
❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainag&,*kegal Parcel. ------------------------
❑ 19. Encroachment Permit for driveway (construction approval prioi to occupancy). ----------------------------
❑20. Pre -inspection for required Request to Building Inspector on (Date)
❑21. Contractor's license information. (Number, Name Style, Classification). ------------------------------------
El 22. Workers' Compensation carrier and policy number. ----------------------------------------- ------------------
❑23.Owner-Builder Verification (Given to owner ❑, Mailed to owner 0) - --------------------------------------
024. Letter of signature authorization. --------------------------------------------------------------------------------
5. Recorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- 1.
❑26. Letter of intent on building use. -----------------------------------------------------------------------------------
❑27. Manufactured Home utility clearance. ---------------------------------------------------------------------------
❑28. Existing violations and/or expired permitss ----------------------------------------------------------------------
029. 0433 A, ❑Grant Deed, 11M.H. Title, CJ Check to H.C.D $ . ---------------
E130. Other:
When you issue the permit, procesp as follows 11Mail to owner, ail to contractor.
Telephone 3 y2- 2 (PC? �d hold for pickup at U OVI e office. ❑ Deliver with inspector.
0G✓1 �Fl e = ` IAr�R C clS%l I n
Appli 40
Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑Air ollution Date: By:
Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Othe , Date: By:
1. Index permit application for the above items numbered: ❑ Plan Check List
2. Additional items required:
Contractor, designer, owner, was advised of the above required data by ❑ p one, ❑ mail, ❑ Building Division counter, by Date:
Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date:
Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date:
Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Divi' n counter, by Date:
Plans reviewed by: Date: Plans approved by: Date.
Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date:
VPllrnv (`nnv _ Tlv., n.+munf ..f Tle..el....... e-.♦ C ......:...... n..a.t_-- nt__. -�--
TO: Building Department
FROM: Environmental Health
SUBJECT: Sanitation Clearance
IV) r-, jLb IA
bw-ner Location
Plan Approved for: Sewage Disposa Water Su Pu
RPIT�
Clearance for dwelling. Other ill �,Alffii- L) jAA i
Hold final for:
Final clearance O.K. for:
NOTE:
E. H. E ONLY
Plot Plan Attached
Roar Plan Attyche
Sent to S.D.
AP#'
We�1�' Private I I
Environmental Health Specialist Date
8/96
COUNTY OF BUTTE
DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION
7 COUNTY CENTER DRIVE - OROVILLE. CALIFORNIA 95965 - TELEPHONE (530) 538-7541
SCHEDULE OF FEES DUE
OWNER,
d e_ c ��c-� (�y+u►l�
PROPOSED BUILDING USE Pe . — w m
q (M 4�d; VeUJ Sl'�
1.
BUILDING PERMIT FEES
--Balance Due ........................................................
$
--Additional Fees Due ............................................
$
--Additional Fees Due ............................................
$
...................:......
--Revised Plan Checking Fee ......00d
$
I� l a Z�C/h
2.
SCHOOL DISTRICT FEES
Ll* 1• I c
/�
J"= 3.
(paid at District Office)
SHERIFF FEES Building Division)
(paid at
Residential ....................................
$360.00 =
Units
Commercial (sq. ft.) ...................... x $0.03 = $
Sq. ft.
4. URBAN AREA FEES
Residential ............................ x = $
# Units Amt.
Commercial (Sq. ft.) ............. x = $
Sq. ft. Amt.
5. RECREATION DISTRICT FEES
6. THERMALITO DRAINAGE DISTRICT FEES
$510.00 (paid at Building Division)
7.
RE INSPECTION AND PLAN CHECK
$8_ 7.00 `p id at Building Division)
8. G�WATER TENDER FEES (Battalion # )
$200.00 (paid at Building Division)
9. CSA 87 TRAFFIC FEE
$2500.00 (paid at Building Division)
10. OTHER
A.P.#
DATE
RECEIPT # DATE REC.
At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees
may be changed during the plan checking process.
APPLICANT DATE
Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been
imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned
items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a).
Original - Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6/00)
School District
A.P. Number
s
} Property Owner
YT"M^fTl•�^C'Y+'nom^NNR�7
,�r,q,�.:mrr, ter.. L 1^..,�1-•,.,F,% r-�tr • '�'ti-•.�•-SI• w.l:,,•-+..• i'vyN•� �s�.!-1/
BUTTE. COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM
(One form per Building)
v
noo,)�/ 1t� Building Department No.
Jurisdiction: City County
Property Location/Ac
Subdivision
i
10-00D,
Lot No.
�
Residential Development Sq. Footage11-1 p%
~
No of Living Mobile Home Addition/ 'Supplemental to (Group R)
Units Installation Conversion Permit #
'(No foundation inspection):
Commercial/Industrial
":;New Addition
(Floor Plans reviewed by School District
District Identification No. n 0 A '
School Districtdcertfies that
ilk -r J
IStreet Address)
(City)
has complied with the requirements of Resolution No.
representing ' square feet.
School District Representative 1 )
Paid by Check # Remarks:
Sq. Footage
(Including Exterior
Roofed Areas)
(1 04 /a o 11
Date s f
r
r
(Applicant)
2— 2(cf+4-- �'�C,h►�- Err. w
(State) (Zip Code)
�y� D by payment of $�.
AB 2926 $
FULL MITIGATION $
1.0�2��p1
Date
0
Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with
Government Code Section 660201x), within 90 days from the date fees are paid�Failurelo submit a timely written protest will prohibit
you from challenging the imposition of the fees in any court action. �.
If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is
notified by the applicable Local Planning Agency that this project is being reviewed under.the California Environmental Quality Act (CEQA),
this project may be subject to additional school fees to fully mitigate its impact on the school district's schools.
White (applicant), Yellow (building department), Pink (school district) feeform.xls 00198)dmm
6ZI i
AND WHEN RECORDED MAIL TO:
BUTTE COUNTY BUILDING DIVISION
7 COUNTY CENTER DRIVE
OROVILLE, CA 95965
COPY of Document Recorded
19 -Oct -2001 2001-0048860
Has not been compared with
original
BUTTE COUNTY RECORDER
AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT
FOR RESIDENTIAL DEVELOPMENT
Section 26-8 of the butte County Code require this acknowledgment to be recorded prior to issuance of a building permit. The
property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this
property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to
herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to plowing,
spraying, -pruning, and harvesting which occasionally generate dust, smoke, noise, and order. Butte County has established or
discomfort from normal, necessary farm operations.
All that real property situate in the County of Butte, State of California, described as follows:
SEE ATTACHED LEGAL DESCRIP77ON
Date PROPERTY OWNERS:
Harold E. Prescott
X
Shirley4. Prescott
State of California
County oflam. d r -re
On before me,
personally appeared A4;t9&4 C. Fke-5Co rr ,c oto,( o54oeLCy e% !11WSCd TT personally
known to be (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to
the within instrument and acknowledged to me that helshe/they executed the same in his/her/their authorized
capacity(les), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the
person(s) acted, executed the Instrument.
WITNESS my hand and official seal. M. SUSAN GLA1Z
Slgnature Seal: 0 COMM. # 1280664
cc�' NOTARY PUBLIC -CALIFORNIA H
Q , COUNTY OF BUTTE W
A.P. # 041-520-030 0arom Expires Oct. 16, 2004 6
iio
EXHIBIT "ONE"
Parcel I:
Order No. 204226
Parcel 2, as shown on that certain Parcel Map, filed in the Office of the Recorder of the
County of Butte, State of California, on October 7, 1981, in Book 86 of Maps, at
Page(s) 32.
Parcel II:
A non-exclusive easement for roadway and public utility purposes over Condor Road
and. Run -Around Road, as shown on that certain Parcel Map, filed in the Office of the
Recorder of the County of Butte, State of California, on October 7, 1981, in Book 86 of
Maps, at Page(s) 32. _ V
Assessor's Parcel No: 041-520-030
. i
.I 1
APPROVED
is a .County .,�
i�j
60UQ O�IHJ SNIS!14� 4 MOH 3NI'IAXS 7.964 999 0.9 t YV.4 9T -:,r.
RECO'kDING REQUESTED BY:
AND WHEN RECORDED MAIL TO:
BUTTE COUNTY BUILDING DIVISION
7 COUNTY CENTER DRIVE
OROVILLE CA 95965
COPY of Document Recorded
02 -Jan -2002 2002-0000125
Has not been compared with
original
BUTTE COUNTY RECORDER
SPACE ABOVE TIIIS LINE FOR RECORDER USE ONLY
NOTICE OF MANUFACTURED HOME (MOBILEHOME) OR COMMERCIAL COACH,
INSTALLATION ON A FOUNDATION SYSTEM
Recording of this document at the request of the local agency indicated is in accordance with California Health and Safety Code Section
18551. This document is evidence that such local agency has issued a certificate of occupancy for installation of the unit described
hereon, upon the real property described with certainty below, as of the date of recording. When recorded, this document shall be
indexed by the county recorder to the named owner of the real property and shall be deemed to give constructive notice as to its contents
to all persons thereafter dealing with the real property.
HAROLD EDWIN PRESCOTT &
SHIRLEY JANE PRESCOTT
REAL PROPERTY OWNER/LESSOR
4 RUNAROUND ROAD
MAILING ADDRESS
OROVILLE, BUTTE, CA 95966
CITY COUNTY STATE ZIP
83 RUNAROUND ROAD
INSTALLATION \,AILING ADDRESS. IF DIFFERENT
OROVILLE, BUTTE, CA 95966
CITY COUNTY STATE ZIP
HAROLD E. PRESCOTT
UNIT OWNER Ii1'also property ou ner. urite'SAAIE')
SAME
\LULING ADDRESS
CITY COUNTY STATE . ZIP
UNIT DESCRIPTION
BUTTE COUNTY BUILDING DIVISION
LOCAL AGENCY ISSUING PERMIT and CERTIFICATE OF OCCUPANCY
7 COUNTY CENTER DRIVE
MAILING ADDRESS
OROVILLE, BUTTE, CA 95965
CITY COUNTY STATE ZIP
01-25 6 (530)538-7541
1 TELEPHONE NUMBER
12/31/01 1k
SIGNATURE OF LOCAL AGENCY OFFICIAL DATE
COUSIN GARY'S HOMES
DEALER NAME (il'not a dealer sale. write *NONE*)
91265
DEALER LICENSE NO
SKYLINE 2001 SUMMERHILL D948
\IANI'FACTURER'S NAME DATE OF MANUFACTURE MODEL NAME/NUMBER
C l -70-0339-P-A/B 56'X 13'& 60'X 13' ULI 528566/7
SIiRIAI. Nl'\IBIiRISI LENGTH x WIDTH INSIGNI.A/LABEL NUMBE-R(S)
RFAI. PROPERTY LEGAL DESCRIP HON
SEE ATTACHED
ASSESSOR'S PARCEL NUAIIIER A.P. 9041-520-030
110) FORM 433(A) REV. 8/91
WI IITE - County Rreorde, CANARY - I ICD PINK - Applicant GOLDENROD - Iluildinp Dept
BUILDING PERMIT NUMBER: 01-2586
Address or location of unit: 83 RUNAROUND ROAD, OROVILLE, CA 95966
Legal Description of Real Property: A.P.041-520-030
SEE ATTACHED
(x) Mobilehome/Manufactured Home
() Commercial Coach
Has been affixed to the real property above by installation on a foundation system
pursuant to Health and Safety Code Section 18551.
Owner's name: HAROLD PRESCOTT
Owner's address: 4 RUNAROUND ROAD, OROVILLE, CA 95966
INSIGNIA OR HUD NUMBER: ULI 528566/7
SERIAL NUMBER OR V.I.N.: C 1-70-0339-P-A/B
MANUFACTURER'S NAME: SKYLI E YEAR: 2001
OFFICIAL APPROVING INSTALLATIO :
DATE: 12/31/01
PHONE: (530) 538-7541
H.C.D. 513C
EXHIBIT "ONE"
Parcel I:
Order No. 204226
Parcel 2, as shown on that certain Parcel Map, filed in the Office of the Recorder of the
County of Butte, State of California, on October 7, 1981, in Book 86 of Maps, at
Page(s) 32.
Parcel Il:
A non-exclusive easement for roadway and public utility purposes over Condor Road
and Run -Around Road, as shown on that certain Parcel Map, filed in the Office of the
Recorder of the County of Butte, State of California, on October 7, 1981, in Book 86 of
Maps, at Page(s) 32.
Assessor's Parcel No: 041-520-030
A
12:05 FAX i ;3o 680 T96&'SKYLINE HOMES CUt'SIN-S CSICq ura
gTATE CP iONANO 4 NUMBER
BJ61NE5:5• T° pVO%;. ONTAftoNANO UNI" O UOPM 8677973
yCv.�RM Or WOw'' Of COWSAMO�AN'OAR03�`ODMENT
NANUFAOTVRtO NOUSINO PROGRAM
MANUFACTURER CERTIFICATE OF ORIGIN
Iewy—mTTMi A ommKA:OrNIO FJRWAAO •C TI1E lWeN 0AT CMWOR, UNL"j TWRF 4 NONE. THEN FC W"C TO TM( K ACb4AzlA (DeAgAP UA' RANSFERECI.
COZ I =L1lFORWARO TOME 09ARTMt•tr AT P.O. 80K ItA WRAAENTO CA �It•ff'", *,,T'4tk IME (S) CAwt OF ReLE"i
co•t Z lOiy CIEWCA TO TOE •RAIIIMORT[R TO AZCO AO#J T TM! UNIT •O eTS OEI1T'N•7lOK
CO" ] (G0100jA00) TO !IE AIMAINEG OT TNF „MII/IACR/1iR.
"CO 463.9 - &W I . (IFICA
❑ (>eCX IF 7WS IS A OUPLICAIM MCO -EMM ORIGINAL MCO NO. T
MAMjFkQIWM dQjAF OR MULTI UNIT MANUFACTWEO
KOLIul a
NUMBER Of .,
In ❑
MOUSING TRANSPORTABLE SECTIONS
SFO (SINGLE FAMILY WMt t.1 -1G) MU►AM
(MULTWNIT• MAIWFACTUREO
tnMMERCJ66 cnAW
OCCUPANCY GROUP
__J;SE NUMBE
MANA.CTUR r ER:
UF
SKYLINE ROMES' LNC
�w 90012
s. ---- ---
- ---- - – -- w _—
SLIGGE6TE0 REra1 PRIcE --
1720 EAST BEAMEIL STREET
WOODLAND CA 95776
t 80,69:.00
MANUFACTURERTRADENAME:
c. un
OA MAN -WAC'U1 :
SU1418IWILL
D948 -CT
10125/20(l
NAME OF OE.A.LER OR TTMNSFEITEE (&NA9410 TRARM
T%
CAUF. OMER NUMMUR al
DATE Of Twsru
SKYCREST ENTER°RISES/COUSIN GARYS
TRANSfEREE0E61ONATION: 91265
10/29/20(l
OEALER OR IPM51"EReE ^0 :
13468 HWY 99
CHICO CA
95973
(State) rl
-mItY CRQDITp MAMC:
TER'CRON ?r.NANCLAL CORP
WVTSNTORY GRE 01MR AOORE98' .
701 XENIA AVE SOUTH SUITE 300
GULDEN VAUEY
MN 55416
sued
(CIN)(Sure
Iv
LECTION M.WUFACTURER SERIAL NUM!{R
MCO IMSIGNW OR Nu0 r.A6el NU> eeR
"mi;Tw vm!h' MEGMT
IJ1
*Ckur IN" POLf/pS
1
C1 -70-0339-P-3
VLL 526566
680
156 19,772
2
C1 -70 -0339 -P -A
ULI 528567
720
156 21,585
Tr{AP6fORTT;R NANE
D b R TRANSPORT
T\AMIOATlR AIiORe 1!'
'P.O., BOX 179
DLgtHAM CA
95938
�1.on
L
m8VINAl" FOR UNT Cl6CRr o ABOVE:
COUSIN CARY'S HOMES
13468 HW99 CHICO
CA 95971
wwe °1
hl
(Ingm t!
' a•'Kl olOit. F•tilr d Pfto MMM r. o ion of M $•s d CRY4my Owl IAL •OAa recto ws Ini 06 eOrmt
Erwlla a, :. 10/29/2001 _
WOODLAND YOLO
CA
' •
( f 4w•Ir;
(NTMI —
31OruTV Ae os 499 AGO'
Iewy—mTTMi A ommKA:OrNIO FJRWAAO •C TI1E lWeN 0AT CMWOR, UNL"j TWRF 4 NONE. THEN FC W"C TO TM( K ACb4AzlA (DeAgAP UA' RANSFERECI.
COZ I =L1lFORWARO TOME 09ARTMt•tr AT P.O. 80K ItA WRAAENTO CA �It•ff'", *,,T'4tk IME (S) CAwt OF ReLE"i
co•t Z lOiy CIEWCA TO TOE •RAIIIMORT[R TO AZCO AO#J T TM! UNIT •O eTS OEI1T'N•7lOK
CO" ] (G0100jA00) TO !IE AIMAINEG OT TNF „MII/IACR/1iR.
"CO 463.9 - &W I . (IFICA
f
DEPARTMENT OF STATE OF
COM�1UNITY DEVELOPMENT
DIVISION OF CODES AND STANDARDS
REGISTRATION AND TITLING SECTION ;
STATEMENT OF'FACTS
ii.s unit is.'a:Mobilehome
[—]Commercial Coach E:]Floating Home Truck Camper
!cal (License) No.(s)
Trade Name
y
Serial No.(s)
/We, the undersigned, hereby state -that the unit described above:
rn. ay b e- p . )ac, e -d o r) cL p e r marve r\.+
0 0 ru
,ffiant further agrees to indemnify and save harmless the Oirect,or of Housing and Community
)evelopment, State o.f.California, and subsequent purchasers of said unit, for any loss they
iay suffer resulting from registration of the above-described unit in California, or from
ssuance of a California certificate of title covering the same.
[/We certify under penalty of perjury that the foregoing is true and correct.
Ixecuted on at �l ,l'11 o
a e(City) (State)
Signature of each'affiant
Addr
City
1. HCO 476.6 (Rev 11/86)
Printed name of each affiant
Cousin 07a -e -V S 140 ry-) le
State
"L�Ordor�l0.
No. 110865-3
Lowi IN
'� �Y� ! •.Sri+; .
�a WNEN RECORDED :.1AIL TO:
Herol ! a Shirley Prescott
310 Eacondldo
Vista, CA 92084
+' MAIL IAx STATEMENTS TO:
Same as above
API 41-5[-30
1v S.;Y-A
,q�.. U9L'lti3 .It_
v
w
90-009043 Rec Fee 7. DO
DOC 26.9.
Recorder! Total 3'1.95
Official Racords
County of 6
Butte
Candace J. Grubbs
Recorder
8t00am 7 -Har -90 CD 2
SPACE ANOVE TN1.9 LINE Fon Nk(:oNol R's us[
DOCtA 4TARY TRANSFER TAX 5......� 6.;, 9 S•• ••.-•••_.
Computed on the consideration or vetue of property conveyed: OA
Computed on the consideration or vatue less dens or enc•.morences
r rap i tlmo b. /.
--� aw-r• ;r oa �y W;W. _._.
MID VALLEY TITLE AND ESCROW COMPANI
GRANT DEED %O
FOR A VALUABLE CONSIDERATION, receipt of which Is hereby oeknowledged,
ELLIS S. FOSTER AND VERONICA J. FOSTER, Husband and Wife, as jolllt tenants
hereby GRANT(S) to '•
HAROLD EDI. N PRESCOTT AND SHIRLEY JANE PRESCOTT, Husband and Wife, as joint tenant
,�'➢'� tM nu Il yin the.lQlji]i,Y u:lii�i vr'i urate) ar'k f li ;
ea ,
Y. ;County of. ? g '��:.t t♦P thy,
r lutte;'i :;', ; �•r.'" :xq1State of California, described as I
_R SEP, `ATTACH Q LEGAL DESCRIPTION.
q,
ari�I'i. til
Al
V.
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:1. ,, I '.li:�/B�+!••.'I?,�uS'• f 3r ur, R; fr:ir r + tU r.1„•,
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?t p.leer,.., u.w.n to m• torvo.w�.�..r. we..»s esn.rec.
ar KXU SM
...e••.o•nu ta the p•r•urYn wiou” nam•ts, WWe eubecno•d to the BANDY AA,, �Appp�
NOTARY PUBLIC CI1UfORNU
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MAIL TAX LrnrEMEN15 AS UInECrEO nlfOVF.
............
R1
B1SI-B-1 SUMMARp!
HEET - GU+I(DE FOR
Spans 60' may r_equr_e Complex
GENERAL NOTES NOTAS GENERALES
Trusses are not marked in any way to identify the Los trusses no estdn marcados de ningdn modo que
frequency or location of temporary lateral restraint identifiquelafrecuendaolocalizaddndereshicd&lateral
and diagonal bracing. follow the recommendations yarriostrediagonal temporales. Use las recomendadones
for handling, installing and temporary restraining de manejo, instaladdn, restriccidn yamostre temporal de
and bracing of trusses. Refer to Al - Guide to los trusses. Vea el folleto BCSI - Guia de Buena Przctica
Good Practice for Handling. Installing. Restraining Dara el Mangio. Instalaci6n. Restrittidn yArriostre de los
& Bracing of Metal Plate Connected Wood Trusses de Madera Con dos con Placas de Metal***
Trusses*** for more detailed information. pard informaci6n mos detallada.
Truss Design Drawings may specify locations of Los dibujos de disefio de los trusses pueden espedficar
permanent lateral restraint or reinforcement for las localizadones de restriccidn lateral permanente o
individual truss members. Refer to the BCSI- refuerzo en los miembros individuales del truss. Vea la
B3*** for more information. All other permanent hoja resumen BCSI-B3*** para mos informacidn. EI
bracing design is the responsibility of the building recto de los disefios de arriostres permanentes son la
designer. responsabilidad del disefiador del edifido.
AWARNING! The consequences of improper
handling, erecting, installing, restraining
and bracing can result in a collapse of the
structure, or worse, serious personal injury
or death.
iADVERTENCIA! EI resultado de un manejo,
levantamtento, instalacicin, restricci6n y ardsotre
incorrecto puede ser la caida de la estructura o
adn peor, heridos o muertos.
ACAMC fJi I Banding and truss plates have
sharp edges. Wear gloves when handling
and safety glasses when cutting banding. -
KAUIR II Chapas de metal denen bordes afilados.
Lleve guantes y lentes protectores cuando corte las m j
atadurds.
HANDLING - MANEJO
MM Avoid lateral bending. Ammomusta
Evite la flexicin lateral. special care in
windy weather or
near power lines
and airports.
Spreader bar
for truss
Bei®
WAUIE I/ Ublice
cutdado especial en
dials ventoscs o cerca
de cables electricos o
de aeropuertos.
The contractor is responsible for pvOVpvpe
properly receiving, unloading and storing O O
the trusses at the jobsite. Unload trusses to
smooth surface to prevent damage. 0 Use proper rig- Use equipo apropiado
EI contratista tiene la responsabilidad de
recibir, descargar y almacenar adecuadamente
los trusses en la obrd. Descargue los trusses en la
Cierra liso para prevenir el daho.
0 Trusses may be unloaded directly on the ground
at the time of delivery or stored temporarily in
contact with the ground after delivery. If trusses
are to be stored horizontally for more than one
week, place blocking of sufficient height beneath
the stack of trusses at 8' (2.4 m) to 10' (3 m)
on -center (o.c.).
Los trusses pueden ser descargados directamente
en el suelo en aquel momento de entrega o
almacenados temporalmente en contacto con el
suelo despues de entrega. Si los trusses estaran
guardados horizontalmente para mos de una
semana, poriga bloqueando de altura sufidente
detras de la pila de los trusses a 8 hasta 10 pies
en centro (D.C.).
0 For trusses stored for more than one week, cover
bundles to protect from the environment.
Para trusses guardados por mos de una semana, (S)
cubs IDs paquetes para protegerios del ambiente.
Refer to BCSI*** for more detailed information
pertaining to handling and jobsite storage of
trusses.
Vea el folleto BCSI*** para informad6n mos detal-
lada sobre el manejo y almacenado de los trusses
en area de trdbajo.
ging and hoisting para levantar e
equipment. improviser.
DO NOT store NO almacene
unbraced bundles verticalmente los
upright. trusses sueltos.
DO NOT store on NO almacene en t Terra
uneven ground. desigual.
HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES
RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES
IINSTALLiIING, RESTR�A►IfNIIING AND BR�l4'C�IING OF TRUSSES
lg. Please always consult a ReAister_ed Design Professional.
HOISTING RECOMMENDATIONS OF SINGLE TRUSSES BY HAND
RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES
POR LA MANO
0 Trusses 20' Trusses 30' 1 ."
/ \/ 1
(6.1 m) or � � (9.1 m) or f
less, support less, support at
at peak. quarter points.
Soporte Soporte de
del pico los los cuartos
trusses de F Trusses up to 20' ►I de tramo los F Trusses up to 30' -0.
20 pies o (6.1 m) trusses de 30 (9.1 m)
menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies
HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES
RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES
0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint
is installed and the truss is fastened to the bearing points.
Sostenga cada truss en posiocin con equipo de grda hasta que la restriccidn lateral temporal de la
cuerda superior este instalado y el truss este asegurado en los soportes.
= Using a single pick -point at the peak can damage the truss.
EI usu de wt lulu lugai en el pico para levantar puede
hater dafio at truss.
60' or less
Approx. 1/2 y
truss length
Tagline TRUSSES UP TO 30• (9.1.)-
TRUSSES Hi 30 PtEs
Attach
To. in _To. -in Locale Spreader bar 10' o.c.
above or stinback max.
mid -height r�
Spreatler bar 12 to
2/3 Wss length
Tagline TRUSSES UP TO 60 (18.3 m)
TRUSSES HASTA 60 PIES _
Spreader Dar 2/3 to
- 3/4 truss length -�
Tagline
TRUSSES UP TO
ANDOVER 60'(18.3 mLy
�- TRUSSES HASTA Y SOBRE 60 PIES
TEMPORARY RESTRAINT & BRACING
RESTRICCION Y ARRIOSTRE TEMPORAL
= Refer to BCSI-B2*** for more Top Chord Temporary
information. Lateral Restraint
Vea el resumen BCSI-B2*** para mos infor- (TCTLR)
macidn. 2x4 min.
0 Locate ground braces for first truss directly
in line with all rows of top chord temporary
lateral restraint (see table in the next column).
Coloque los arriostres de Berra para el primer =90'
truss directamente en linea con cada una de
las filas de restriccidn lateral temporal de la
cuerda superior (vea la tabla en la pr6xima Brace first truss
columna). 4 securely before
erection of additional
DO NOT walk on trusses.
unbraced trusses.
NO camine en trusses
Qsueltos.
i d niVF1?iTi�N�Td / H0J�4 RESUMEN DE LA GUI�4 DE BUEN�4
STEPS TO SETTING TRUSSES
LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES
1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4
trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal
bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five
trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see
below). 7) Repeat process on groups of four trusses until all trusses are set.
1) Instale los arriostres de Berra. 2) Instate el primero truss y ate seguramente at arriostre de
Berra. 3) Instate los pr6ximos 4 trusses con restricci6n lateral temporal de miembro corto (vea
abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre
diagonal para los planos de los miembros secundarios para estabilice los primeros cinco trusses
(vea abajo). 6) Instale la restricci6n lateral temporal y arriostre diagonal para la cuerda inferior
(vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los
trusses esten instaladosITOTM .
Refer to BCSI-82*** for more information.
Vea el resdmen BCSI-B2*** para mos informacidn.
RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES
RESTRWICIONIARRIOSTRE PARA TODOS PLANOS DE TRUSSES
0 This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCrs).
See top of next column for temporary restraint and bracing of PCTs.
Este metodo de restriccidn y arriostre es para todo trusses excepto trusses de cuerdas paralelas
(PCTs) 3x2 y 4x2. Vea la parte superior de la columna para la restriccidn y arriostre temporal de PCTs.
1) TOP CHORD - CUERDA SUPERIOR
Truss Span
DONT overload the crane.
Longitud de Tramo
Espaciamiento del Arriostre Temporal de la Cuerda Superior
NO sobrecargue la gnia.
10'(3 m) D.C. max.
(9.1 m)
NEVER use banding to lift a bundle.
30' (9.1 m) -
8' (2.4 m) D.C. max.
NUNCA use las ataduras para levantar un
Clay Tile
45' (13.7 m) -
paquete.
60'(18.3 m)
A single lift point may be used for bundles with
4' (1.2 m) D.C. max.
80'
trusses up to 45' (13.7 m).
SON MUY
Two lift points may be used for bundles with
WARNING! Do not over load supporting
trusses up to 60'(18.3 m).
Use at least 3 lift points for bundles with trusses
structure with truss bundle.
20'(6.1 m) max.
greater than 60'(18.3 m).
iADVERTENCIA! No sobrecargue la
*Consult a Registered Design Professional for trusses longer than 60' (18.3 m).
*Consulte a un Professional Registrado de Disefio para trusses mos
Puede usar un solo lugar de levantar para
estructura apoyada con el paquete de
paquetes de trusses hasty 45 pies.
trusses.
Vea el BCSI-82*** para las opciones de TCTLR.
Puede usar dos puntos de levantar para
0 Place truss bundles in stable position.
paquetes mos de 60 pies.
Use por to mens ties puntos de levantar para
Puse paquetes de trusses en una posicidn
straint/bracing/ reinforcement
paquetes mos de 60 pies.
estable.
HOISTING RECOMMENDATIONS OF SINGLE TRUSSES BY HAND
RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES
POR LA MANO
0 Trusses 20' Trusses 30' 1 ."
/ \/ 1
(6.1 m) or � � (9.1 m) or f
less, support less, support at
at peak. quarter points.
Soporte Soporte de
del pico los los cuartos
trusses de F Trusses up to 20' ►I de tramo los F Trusses up to 30' -0.
20 pies o (6.1 m) trusses de 30 (9.1 m)
menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies
HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES
RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES
0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint
is installed and the truss is fastened to the bearing points.
Sostenga cada truss en posiocin con equipo de grda hasta que la restriccidn lateral temporal de la
cuerda superior este instalado y el truss este asegurado en los soportes.
= Using a single pick -point at the peak can damage the truss.
EI usu de wt lulu lugai en el pico para levantar puede
hater dafio at truss.
60' or less
Approx. 1/2 y
truss length
Tagline TRUSSES UP TO 30• (9.1.)-
TRUSSES Hi 30 PtEs
Attach
To. in _To. -in Locale Spreader bar 10' o.c.
above or stinback max.
mid -height r�
Spreatler bar 12 to
2/3 Wss length
Tagline TRUSSES UP TO 60 (18.3 m)
TRUSSES HASTA 60 PIES _
Spreader Dar 2/3 to
- 3/4 truss length -�
Tagline
TRUSSES UP TO
ANDOVER 60'(18.3 mLy
�- TRUSSES HASTA Y SOBRE 60 PIES
TEMPORARY RESTRAINT & BRACING
RESTRICCION Y ARRIOSTRE TEMPORAL
= Refer to BCSI-B2*** for more Top Chord Temporary
information. Lateral Restraint
Vea el resumen BCSI-B2*** para mos infor- (TCTLR)
macidn. 2x4 min.
0 Locate ground braces for first truss directly
in line with all rows of top chord temporary
lateral restraint (see table in the next column).
Coloque los arriostres de Berra para el primer =90'
truss directamente en linea con cada una de
las filas de restriccidn lateral temporal de la
cuerda superior (vea la tabla en la pr6xima Brace first truss
columna). 4 securely before
erection of additional
DO NOT walk on trusses.
unbraced trusses.
NO camine en trusses
Qsueltos.
i d niVF1?iTi�N�Td / H0J�4 RESUMEN DE LA GUI�4 DE BUEN�4
STEPS TO SETTING TRUSSES
LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES
1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4
trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal
bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five
trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see
below). 7) Repeat process on groups of four trusses until all trusses are set.
1) Instale los arriostres de Berra. 2) Instate el primero truss y ate seguramente at arriostre de
Berra. 3) Instate los pr6ximos 4 trusses con restricci6n lateral temporal de miembro corto (vea
abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre
diagonal para los planos de los miembros secundarios para estabilice los primeros cinco trusses
(vea abajo). 6) Instale la restricci6n lateral temporal y arriostre diagonal para la cuerda inferior
(vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los
trusses esten instaladosITOTM .
Refer to BCSI-82*** for more information.
Vea el resdmen BCSI-B2*** para mos informacidn.
RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES
RESTRWICIONIARRIOSTRE PARA TODOS PLANOS DE TRUSSES
0 This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCrs).
See top of next column for temporary restraint and bracing of PCTs.
Este metodo de restriccidn y arriostre es para todo trusses excepto trusses de cuerdas paralelas
(PCTs) 3x2 y 4x2. Vea la parte superior de la columna para la restriccidn y arriostre temporal de PCTs.
1) TOP CHORD - CUERDA SUPERIOR
Truss Span
Top Chord Temporary Lateral Restraint (TCTLR) Spacing
Longitud de Tramo
Espaciamiento del Arriostre Temporal de la Cuerda Superior
Up to 30'
10'(3 m) D.C. max.
(9.1 m)
Asphalt Shingles
30' (9.1 m) -
8' (2.4 m) D.C. max.
45' (13.7 m)
Clay Tile
45' (13.7 m) -
6' (1.8 m) D.C. max.
60'(18.3 m)
60' (18.3 m) -
4' (1.2 m) D.C. max.
80'
Bottom chords
CM
Diagonal
LATERAL RESTRAINT
bracing
Web members
Plywood or OSB
& DIAGONAL BRACING
Asphalt Shingles
ARE VERY IMPORTANT
Concrete Block
iLA RESTRICCIUN
Clay Tile
LATERAL Y EL
ARRIOSTRE
DIAGONAL
Bottom chords
SON MUY
IMPORTANTES!
Diagonal braces
every 10 truss spaces
10'(3 m) - 15'(4.6 m) max. Same spacing
20'(6.1 m) max.
as bottom chord lateral restraint
Note: Some chord and web members
*Consult a Registered Design Professional for trusses longer than 60' (18.3 m).
*Consulte a un Professional Registrado de Disefio para trusses mos
not shown for clarity.
de 60 pies.
0 See BCSI-82*** for TORR options. -
/
Vea el BCSI-82*** para las opciones de TCTLR.
Refer to BCSI-B3***
for Gable End Frame re-
straint/bracing/ reinforcement
information.
Para informacidn sobre restric-
ci6n/arnostre/refuerzo para
Armazones Hastiales vea el 0
Repeat diagonal
resumen BCSI-B3***
braces for each
set of 4 trusses.
Note: Ground bracing not shown for clarity.
Repita los arri-
sotres diagonales
Para sada grupo
2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS
de 4 trusses.
CM
Diagonal
LATERAL RESTRAINT
bracing
Web members
Plywood or OSB
& DIAGONAL BRACING
Asphalt Shingles
ARE VERY IMPORTANT
Concrete Block
iLA RESTRICCIUN
Clay Tile
LATERAL Y EL
ARRIOSTRE
DIAGONAL
Bottom chords
SON MUY
IMPORTANTES!
Diagonal braces
every 10 truss spaces
10'(3 m) - 15'(4.6 m) max. Same spacing
20'(6.1 m) max.
as bottom chord lateral restraint
Note: Some chord and web members
not shown for clarity.
3) BOTTOM CHORD - CUERDA INFERIOR
Lateral Restraints - 2x4x12' or
greater lapped over two trusses.
Bottom
chords'
Diagonal braces every 30
truss spaces 20'(6.1 m) max.
10' (3 m) - 15' (4.6 m) �� Note: Some chord and web members
max. not shown for clarity.
PARA EL MAN_Er Q,
9351
RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES
RESTRICCIUN Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2
10' 3 m) or Diagonal bracing Repeat diagonal bracing
CmRefer 15' 54.6 m)* every 15 truss spaces 30'
to BCSI-B7*** for (9.1 m)
more information.
Vea el resumen
BCSI-07*** para
mos informacitin. I
Apply diagonal brace to vertical `/
webs at end of cantilever and at
bearing locations. All lateral restraints
lapped at least two trusses.
*Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords
and 15' (4.6 m) o.c. for 4x2 chords.
INSTALLING - INSTALACION
0 Tolerances for Out -of -Plane. Out -of -Plumb
Tolerancias para Fuera-de-Plano.
Max, DI50 D (ft.)
1l4" 1'
IhI Max Bow I'� 9 U 7 6 mm 0.3 m
Len th �
1/2" 2'
Mar. Bow p 13 mm 0.6 m
......--------- ------ t 3/4" 3'
�- Length ► m' ; Plumb 19 mm 0.9 IT
' ./line 1" 4'
Tolerances for f 25 mm (1.2 IT)
Out -of -Plumb. 1-1/4•• 5'
TOlerancids pard D/5o max ' 32 mm 1.5 IT
Fuel-de-Plomada. 1-1/2 6
38 mm 1.8 m
CONSTRUCTION LOADING 453mm 2.1 IT
CARGA DE CONSTRUCCION z" z8'
AN DO NOT proceed with construction until all lateral 51 mm z2.4 m
restraint and bracing is securely and properly in place.
NO proceda con la construccidn hasta que todas las restric-
ciones laterales y los arriostres esten colocados en forma
apropiada y Segura.
DO NOT exceed maximum stack heights. Refer to BCSI-84***
for more information.
NO exceda las alturas maximas de morl Vea el resumen
BCSI-B4*** para mos informacidn.
Maximum Stack Height
for Material on Trusses
Material
Height
Gypsum Board
12" (305 mm)
Plywood or OSB
16" (406 mm)
Asphalt Shingles
2 bundles
Concrete Block
8"(203 mm)
Clay Tile
3.4 tiles high
DO NOT overload small groups or single trusses.
NO sobrecargue pequefios grupos o trusses individuates.
NEVER stack materials near a peak or at mid -span.
NUNCA amontone los materiales cerca de un pico.
0 Place loads over as many trusses as possible.
Coloque las cargas sobre tantos trusses tomo sea
posible.
0 Position loads over load bearing walls.
Coloque las cargas sobre las paredes soportantes.
ALTERATIONS - ALTERACIONES Truss bracing not
- shown for clarity.
= Refer to BCSI-B5.***
Vea el resumen BCSI-B5. ***
DO NOT cut, alter, or drill any structural member of a truss unless
specifically permitted by the truss design drawing.
NO torte, altere o perfore ningdn miembro estructural de un truss,
a mens que este especificamente permiddo en el dibujo del diseho
del truss.
= Trusses that have been overloaded during construction or altered without the Truss
Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void.
Trusses que se han sobrecargado durance la construccidn o han sido alterados sin la autorizacicin
previa del Fabricante de Trusses, pueden hater nulo y sin efecto la gardnba limitada del Fabri-
cante de Trusses.
"'Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance
To view a non -printing PDF of this document, visit www sticindustry com/bl.
NOTE: The truss manufacturer and tons designer rely on the presumption that the contractor and crane operator (if applicable) are
professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes It needs
assistance in some aspect of the construction project, it should seek assistance from a competent parry. The methods and procedures
outlined in this document are intended to ensure that are overall construction techniques employed will put the trusses into place SAFELY.
These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading
personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented
only as a GUIDE for use by a qualified building designer or contractor. It Is not Intended that these recommendations be Interpreted as
superior to the building designer's design specification for handling, Installing, restraining and bracing trusses and It does not preclude the
use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roofs and all the interrelated
structural building components as determined by the contractor. Thus, WTCA and TPI expressly disclaim any responsibility for damages
arising from the use, applicatWWWion, or reliance on the recommendations and Information contained herein.
_116-
-0" ER
TRUSS PLATE INSTITUTE
6300 Enterprise (ane • Madison, w1 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314
608/274-4849 • www.sbandustrY.Com 703/683-1010 • wwwAoinst.orq
Y ARRIIOSTRE DE LOS TRUSSES
^'� VanoS may de 60 pies pueden rgquerir arriostre permanente complejo. Por favor, siC - MMU -Ute a un Profesional Rggistrado dL-VW f 1
j
=Load Bearing
WallHeights:
SheaWrg:
Ty
bUILDING DIVISION
APPROVED
I. 3010" k
4/12 PITCH
24" OVERHANG
C�
THOMAS GARAGE
HPC CONSTRUCT2oN
# 4 RUNAROUND ROAD
SzaLEs REP: 7R
DUE DATE: 07/31/2009
DSGNR/CHFCR: RM / BM
Tc Live 20 . Ob psf
C F
s Framing
(4)
Tc Dead
12.00
paf
CHEROKEE / BUTTE COUNTY
Spe C 1 a 1 1St 8
BC Live
O. 00
psf
BC Dead
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792 DURHAM
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a
95938
Total
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4/12 PITCH
24" OVERHANG
WO#: 090252
SCALE: 3. 5' O"
Date: 7/31/2009 14:29
Dia rFac-Lbr 1.25
DurFac-Plt_ 1.15
O.C. Spacing: 2'
Design Spec: CBC -07
#Tr/#C£g: 16 / 2
PH 530-342-5844
Fax 530-342-5845
COriB t z'uC t 1 on
THOMAS GARAGE
HPC CONSTRUCT2oN
# 4 RUNAROUND ROAD
SzaLEs REP: 7R
DUE DATE: 07/31/2009
DSGNR/CHFCR: RM / BM
Tc Live 20 . Ob psf
C F
s Framing
Tc Dead
12.00
paf
CHEROKEE / BUTTE COUNTY
Spe C 1 a 1 1St 8
BC Live
O. 00
psf
BC Dead
3-0. 0 O.
ps f
792 DURHAM
DAYTON H 2 GHWAY
I DURHAM, CA_
95938
Total
42.00
psf
WO#: 090252
SCALE: 3. 5' O"
Date: 7/31/2009 14:29
Dia rFac-Lbr 1.25
DurFac-Plt_ 1.15
O.C. Spacing: 2'
Design Spec: CBC -07
#Tr/#C£g: 16 / 2
15/32" OSB UNBLOCKED NAILED 8d COMMONS
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HAVE A DIAGONAL SLOT 1-3/4" LONG MAX BY THE BOLT WIDTH "
PLUS 3/16" MAX PROVIDED A STANDARD CUT WASHER IS PLACED
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3 PROJECT OWNER SHEET TITLE
NEW OUTBUILDING THOMAS HORCHLER PLANS
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® SHEARWALL SCHEDULE a'
1 3/8" OSB 8d @ 6" & 12" none 1/2" AB 6' max 2,4
2 3/8" OSB 8d @ 6" & 12" SSTB20 1/2" AB 6' max 2,3,4
HD02-SDS2.5
NOTES
1 Nails 2.5"x0.131" commons or 2.5"x0.113" gals box
2 Anchor bolt washers to be 3" x 3" x 0.229". Washers may have a diagonal slot 1-3/4" long
max by the bolt width plus 3/16" max provided a standard cut washer is placed between the
plate washer and the nut.
3 Studs at ends of shearwalls to be 4".nominal..or_.(2).2x nail -0.1 2" OC w/ 16d, staggered
4 2" blocking at horizontal panel joints
number
sheathing
thickness
nail and spacing (in)'
tension tie
shear
I anchora e
notes
1 3/8" OSB 8d @ 6" & 12" none 1/2" AB 6' max 2,4
2 3/8" OSB 8d @ 6" & 12" SSTB20 1/2" AB 6' max 2,3,4
HD02-SDS2.5
NOTES
1 Nails 2.5"x0.131" commons or 2.5"x0.113" gals box
2 Anchor bolt washers to be 3" x 3" x 0.229". Washers may have a diagonal slot 1-3/4" long
max by the bolt width plus 3/16" max provided a standard cut washer is placed between the
plate washer and the nut.
3 Studs at ends of shearwalls to be 4".nominal..or_.(2).2x nail -0.1 2" OC w/ 16d, staggered
4 2" blocking at horizontal panel joints
o` CONSTRUCTION IN ±SEE STRUCTURE
N SETBACK ATTACHMENTILD NG
EASEMENTS
ALL p0RT10Ns OF STRUCTURE TO
SEMENT-INCLUDINQ iFOR SLOPED B
L 2___ OF FAUNp010Ns, WALLS, ;SITES
13EOOTINGS, F _
EAVES AND
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THE 2007 CBC, CMC, CPC,
7
CEC, AND 2005 CALIFORNIA
j ENERGY STANDARDS AS
3
AMENDED BY THE JURISDICTION
V J
1 APPLY TO THIS PROJECT.
(APPROVED
PLANS AND
IPERMIT
BE ON ITE
`S
INSPECTIONS
I FOR
AL
t
PROVIDE MINIMUM DISTA TUBE
FROM FOOTING OF STRTI
FT FROM ALL PORTIONS
OF 5 — WAGE DEPOSAL
1OF PRIVATE U SEPTIC
+ SYSTEM INCUDIRNGA AND PITS
I TANK, LEACH P'
+FUTURE O"CCUPANCY
SWILL BE REQUIRED TO MEET THE \\�`
REGULATIONS REQUIRED AT THE v
TIME OF PERMIT APPLICATION
nA Q. NFW
(OR TENANT IMPROVEMENT _
..A
(ANCILLARY STRUCTURE AS
DEFINED IN 2007 CBC CHAPTER
7A. COMPLY WITH CDF/ CAL FIRE
N REQUIREMENTS FOR THIS PARCEL.
BUILDING
PERMIT#�
ASSESSOR'S r ZrJ - n 3
'-PARCEL# ���
�y
BUTTE T ECOUNTY I Y SITE CONDITIONS -(00
BUILDINDI V ISI TON i S TEICONDI T ONS ARE OBSERVEDENC3NG MAY BE REQUIREDIANY OF THE FONG
AND NOT SHOWNLON THE
APPROVEDAPPROVED PL
APPROVE—H.N. I EXCESSIVE SLOPES
r M 1 • EXPANSIVE SOILS
���`lO� • EXCESSIVE CUTS OR FILLS
• ALTERATIONS TO NATURAL DRAINAGE
• OTHER UNUSUAL SOIL OR GEOGRAPHICAL
CONDITIONS
i
Sm
(FILE COPY
l
N0-L% - - ---- --
�� I i PROPERTY OWNER IS RESPONSIBLE FOR
DETERMINING LOCATIONS OF PROPERTY LINES
-AND EASEMENTS AND MAINTAINING REQUIRED. -
SETBACKS FROM PROPERTY LINES AND
EASEMENTS. A SURVEY MAY BE REQUIRED IF
DETERMINED NECESSARY BY THE BUILDING
OFFICIAL.
qt I
r4
FUTURE OCCUPANCY CHANGES
(WILL BE REQUIRED TO MEET THE
• REGULATIONS REQUIRED AT THE
TIME OF PERMIT APPLICATION
OR TENANT IMPROVEMENT
144 Df*r7--
A
N00 - COPD MO"M SPACE'
No
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