99-115 MUPsCITY 0, TA
Tit
• MAR m RECD
78-495 CALLE TAMPICO — LA QUINTA, CALIFORNIA 92253 - (760)..&77-7000
BUILDI'NU /.TDD�(T6o) 777-1227
March 5, 1999
Mr. Dave Brudvik .
Coachella Valley Housing Coalition
45-701 "G" Monroe Street
Indio, California 92201
SUBJECT: MINOR USE PERMIT 99-115
Dear Mr. Brudvik-.
The Community Development Dep_artment_has approved your request to establish a temporary
construction trailer (8' by 20')''a5I82O.Avenida Velasco subject to the following conditions-
1. Obtain a building permit including an electrical permit for temporary power.
2. Provide restroom facilities to accommodate on-site construction workers.
3. Mounted on the exterior of the trailer close to the front door shall. be a written notice
providing emergency personnel your 24-hour emergency phone number they can call in case
problems arise that need your prompt attention (i.e., minimum V high letters).
4. Install one 2Al OBC fire extinguisher inside the trailer by the front exit door.
5. No temporary signs are permitted unless separately approved by this Department.
6. Removal of the temporary construction trailer is required on September 5, 1999, unless a
time extension is applied for and granted by this Department. The Community -Development
Director may extend the permit for another six-month period if construction activities are
still occurring. No fee is charged to extend this permit.
7. Dust control measures shall be employed if construction parking is allowed adjacent to the
trailer.
8. Trailer skirting shall be installed within 30 days if the trailer is mounted above finished grade
level.
MUP99-115 -30
MAILING ADDRESS - P:O. BOX 1504 - LA QUINTA, CALIFORNIA 92253
9. ,; The City may elect to add Conditions to this application request to mitigate any problems
that arise not previously addressed herein.
Temporary landscaping is not required to screen the trailer if the site,is kept clean' free of .
construction debris:
This decision may be appealed to the Planning Commission pr6vided the necessary paperwork and '
-filing fee of $175.00 are filed with this office within 15 days.
If you have any questions, please contact me at 760-777-7067. ,
Sincerely,
µ ER .MAN
MM ITY DEVELOPMENT DIRECTOR,
/ SDELL' ,
• Associ to lanner
.,
GT.
Attachments `
c: Community Development Director
Building and Safety Director .,
Sheriff's Department
• Code Compliance Department
r
Fire Department
Greg Butler; B/S Counter Technician ;
MUP99-115 -30
Y:
' CITY OF LA QUINTA
Community Development Department-:,
78-495 CALLE TAMPICO ,
LA QUINTA, CA 92253
619-777-7125 q I
Case Number: %'lam
Date Accep eT -j
Fee:—
MINOR USE PERMIT APPLICATION
Minor Use Permit (MUP) applications are governed by Section 9.210.020 of the Zoning. Code - (A copy is attached). Uses
requiring a MUP have a low or moderate potential for adverse impacts on surrounding properties, residents, or businesses..
Review and approval by the Community Development Director for this application is required.
APPLICATION PURO-SE
Purpose of Request:
` ;� 7
-713 - ! oc k -AL l� ` rC'L i l,cA 1&� be- -
Assessor's Parcel No.: Uel 4s ro
General Location:
Aczeage:
J t�
Existing Zoning. V,-
�vli :�terial
y.� Additional Information: (Additiocan be submitted separately)
n�»*�rr'TT /RAl nT ANS - Three copies of the architectural and landscape/imgation plans shall be submitted with this
ARC EEC `
application unless otherwise determined by Department staff. Colored renderings may be required depending upon the
application being submitted.
.off vc hkl C9�1, �-� �� 3�� -3
Applicant -
: '(Phone)
(Print Name) . ,
•
Address: `✓I5-?oI � � Mo�+r.ae. S�-, ��o G+�. X22 01
T
Owner(s): �. n (gU re
.._(Print Name)
Address:
Signature of Applicant:
Date: �T
Authority for this application. is hereby given:
• '
Signature of Property Owner(s): Date:
t is application shall be grounds to deny this application. Signatures and addresses
Any false or misleading information given in ch
of all property owners affected by this application shall be included in this submittal. • Separate letters of authorization, can be
submitted.` 1
E 1999 ,
FMMUP-PCL
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1 STRUCTURALENGMEERING CONSULTANT
k,54625 AVENIDA BERMUDAS. LA QUINTA CALIFORNIA 97153
�ww.J moi. --w-.•..�
.760.564-0884 PHONE A 760.77136D6 FAX* WISH C W 1 A. C O M
June 24, 1998
Mr. Daniel Crawford - Inspector
Cityof La Quinta
Department of Building and Safety
78-495 Calle Tampico
La Quinta, California 92253
Regarding: CVHC Plan 320 and 420 - Truss Calculations — Group 7 (Typical all La"Quinta Projects)
Dear Daniel:
I have reviewed the truss calculations from Imperial Roof Truss which is to be used for the roof construction of the 3 bedroom and 4
bedroom homes in La Quinta. The truss calculations labeled "320 Plan" are for the 3 bedroom plan that is associated to the "96-051"
job number listed in the lower right corner of the architectural plans. The "420 Plan" truss calculations correspond to the "96-052" 4
bedroom drawings.
I have reviewed the truss -calculations to confirmthe -capacity-of ail design loads drags and bottonrchord loaded -girder trusses. I have
found each to be in compliance with the intentions of the structural design I have also verified that the roof dead loads used in the
design of the trusses exceed the design loads on the structural calculations. The truss calculations are more conservative and therefore
acceptable.
The Truss calculations will be used the self-help La Quinta Project - Groups 4, 5, 6, 7, 8 and 9. Each group will use the same plans as
those mentioned above that these truss calculations conform to. I have provided a separate letter referenced above for each group.
These are intended to simply the City's records and allow a separate approval for each block of homes. Coachella Valley Housing
Coalition can provide the addresses for each lot in each of the groups listed I
Please contact me at your earliest convenience if you should have any questions or additional requirements.. .
Sincerel
De s S. Wish PE
Structural Engineering Consultant
�'?, ESS104,
DEN, 113 S. WISH 2
NO. C -C41250 w1�
CAL
STRUCTURAL ENGINEERING FOR • CUSTOM HOMES • REMODEL • COMMERCIAL • LIGHT INDUSTRIAL • SEISMIC RETROFIT S REPAIR • UNREINFORCED MASONRY • RETAINING WALLS & FOUNDATION • REPORTS:
DAMAGE ASSESSMENT • NEW ROOF • INSURANCE CLAIM • DENNIS S. WISH P.E. HAS BEEN A MEMBER OF THE STRUCTURAL ENGINEERS ASSOCIATION OF SOUTHERN CALIFORNIA SINCE 1983
L� 54-625 Avenida Bermudas
n La Quinta, California 92253
cruta�LTA ICP...GZLs3 760.564.0884 Phone 760.771.3606 Fax
Email: wish, 'a.com
Structural Engineering Consultant
CLIENT Coachella Valley Housing Coalition Job No 9806
PROJECT La Quinta Plan 51 & 52.- Redesign SHEET 1 OF
CALCULATION DESCRIPTION: Redesign of lateral analysis for metal stud homes
DESIGN LOADS
ROOF LOADS:
TILE ROOFING =
1/2" SHEATHING =
TRUSS FRAMING =
5/8" GYPSUM BD. CEILING =
INSULATION
MECH, ELEC & SPRINKLERS =
SUB -TOTAL =
SLOPE CORRECTION 113
MISCELLANEOUS _
ROOF DEAD LOAD
ROOF SNOW LOAD
ROOF LIVE LOAD
EXTERIOR WALL LOADS:
7/8" STUCCO =
15/32" SHEATHING =
2X6@16" O/C _
R19 INSULATION _.
1/2" GYPSUM BD. _
MISCELLANEOUS =
TOTAL EXTERIOR WALL
SOILS DATA:
SOILS REPORT BY:
REPORT DATE:
BASIC BEARING PRESSURE
PADS & CONT. FNDT. = Qa =
INCREASE FOR WIDTH =
INCREASE FOR DEPTH =
MAX. SOIL PRESSURE Qa =
ALLOW PASSIVE PRESSURE _
ALLOW SOIL FRICTION _
10.0 PSF
1.5 PSF
2.0 PSF
2.8 PSF
0.5 PSF
1.0 PSF
17.8 PSF,
1.05 PSF,
1.1 PSF
20.0 PSF
0.0 PSF
16.0 PSF
12.5 PSF
1.4 PSF
1.5 PSF
0.5 PSF
2.2 PSF
1.9 PSF
20.0 PSF
FLOOR LOADS:
4.4
PSF
FLOOR FINISH =
0.0
PSF
3/4" SHEATHING =
0.0
PSF
.2X OR TRUSS FRAMING =
0.0
PSF
5/8" GYPSUM BD. CEILING =
0.0
PSF
PARTITION LOADS _.
0.0
PSF
MECH, ELEC & SPRINKLERS =
0.0
PSF
MISCELLANEOUS =
0.0
PSF
FLOOR DEAD LOAD : =
0.0
PSF
FLOOR LIVE LOAD : =
40.0
PSF
INTERIOR WALL LOADS:
1/2" GYPSUM BD. (B.S.) =
4.4
PSF
15132" SHEATHING =
1.4
PSF
2X4 @ 16" O/C =
1.0
PSF
MISCELLANEOUS =
2.7
PSF
TOTAL INTERIOR WALL : =
9.5
PSF.
UBC DEFAULT VALUES - REPORT
1,500 PSF
20.0 %
20.0 %
4,500.0 PS F.
0.0 PCF
0.3
ALLOWABLE PRESSUR
PER FT. GREATER THAN 1
PER FT. GREATER THAN '
WIND LOADS:
DESIGN WIND VELOCITY =
70.0
�- ---
MPH IMPORTANCE FACTOR
= -
1
qs =
12.6
PSF EXPOSURE
D _
C
B
C - h<15 Ft. =
1.06
C - h<15 Ft.
1.39
1.06
0.62
Cs -15 Ft.< h< 20 Ft. =
1.13
Cs -15 Ft.< h< 20 Ft.
1.45
1.13
0.67
Cs -20 Ft.< h< 25 Ft. =
1.19
Cs -20 Ft.< h< 25 Ft.
1.5
1.19
0.72
Cs -25 Ft.< h< 30 Ft. _,
1.23
Cs -25 Ft.< h< 30 Ft.
1.54
1.23
0.76
SEISMIC LOADS:
ZONE =
4
IMPORTANCE FACTOR =
1.0
Rw =
6
(PLYWOOD SHEAR WALL USED THROUGHOUT)
ZIC/Rw = 0.4"2.75"1/Rw =
0.183
W d .
2/22/98
1
t • / aJ _
M -I al
. �Job:No:.. 9806.., ;,Engineer D$ 2/22198
Ian'S1 8.52 Ctiedced' DSW -;Tine ',�'' `�18
:. .�• � •; r_se:_.3; _'" � ,; tea,- xt.1�a: �t1obKTities,_. P.,
East to West - Residence and Garage
2 2.5*
c 3 4
'IoM"8hearRing (ft 13 00 6 00 8.00 13.00M.z' �Me
( oildln
��sra
8.0 8.0 8.0 8.0
• Pfate to Plafe'�Height (ft _ . • $ ,.
TpYplate.to�peakof.ioor,orparapet 46.8: •� 6.8 6.8 6.8:
Diaahra9m;Depth`(ft)� 53.2 t 53.2 53.2 53.2.
' iLgtha°yW+aSlh#e3
fW'allsv�x O a,%r+`a�"`f2elCftA avacneq;srt4LnhoMa earrrdllenalysa
egit M a ais rcc�e: ae gthw Will �a a�4a
V l k
x �a a ..
- - .
4
ng
Waite .
Leng�all
a IxINLength of Wall #7 J, r r r
L°A OR
Lengthof�Wall #9�k
Length of�Wall`#10
LIS IieaCwali Leri ths: ft � .F Z, �iif �8 X8 12
• f
m'!u� ear,(P..il::; �z .€Yx�W x: 123 1 ' 133 196 �296� X122 " ` x � "
ARIVARIMMM
Ir t` CVHC Lots 51 8 52 worst case xis
a
�Dennrs.� Y�rsh.
� �"` "DSW
.. -' - � , ,� �= 3 x�, r ... Job,Tttle� ` 'plan•51�8fi2 Checked �DSIIV��ir�Time'" 184.7 ,
North to South A-
C
C -E GARAGE BLOCK
FI -I !so,
AC D C D
ANarwall Spacing:{ft 10.50 18.50 20.00
24.33
uddm Geome `rte.
8.0
PtatetoPlateHer9ht'(ft)µ� 8.0 8.0 8.0
T" " e�to3" ak of. roofs ft . i; 5.8 5.8 5.8 5.8
'40.0 40.0 40.0 " 21.3
. L�eft`Slde,�Roof,Eave {ft �i���a i.1.5 M _
R�gM SideRoof�Eaves(ft) 1.5 1.5
Extefior tVall>Dead Loadw,(psf) t ',� 20 20 20 20 20 20 20 20 - 20
RoofrDeadtLoad '•20 20 „ 20 20 20. 20 , . 20 20 20,•
HIM Left±Cantilever;( P F
P ragm- „spit
Ce from D toil 5 feet'"Table ;16,G 1.06 1.06 .1.06 1.06 1.06 1.06. 1:06 � 1.06 1.06
Gefromil5to 20:fi5et �T.a61e';16G fs X1.13 1.13 1.13 1.13 1.13 1.13 1.13--,1.13 1.13
t3as�c Wmd"pressure qs`{psf)1, Tables ,
1 � Al, "12\_6 12.6 12.6 - 12.6 12.6 12.6 12.6 12 6 12.6
Qecu_pan� �CategorY.,.Table�l6
Cp ressure Coeffiaent-;,,t, 16;H . y 1.3 1.3 1.3
1 3 1.3 1.3 1.3 . 1 3 1 3
$Seismic DataFG�;;�` ..� ' _ M . ."
Z Zone Factor°,uTable 16 I `• �` by ' 0.40 - 0.40 0.40 .: " 9.40
i 0:40 0.40 4 0.40 ; . 0 40 0 40
1Oceupancy:Category;.. Table;16:K' .; 1 1 1 1. 1 +: 1 y 7" 1 �:
C umencal coeffic�eiit specfied �n�
mu wl t�+s wod
Sec4onL628 2. Ips ut, r. .<... n x.2.75 2:75 2.75 2.75 2.75. 2.75 2:75 .t 2.75-:, 2.75,
,'. Rvy�StucturalSystems Table 16-N 6 6 6� 6 .6 6 6 6,
6
F- Z1CIRw)Wd 0,i83�Oi183 X0183 %lin 0183 0t183�OT183 0:183 00 783
�WinBlSe�smic;Com anson "' xw
Wind,1'�ressure'(Plfl a �:�� 1.7.1�171:�171�����171IQVAM
ten--- 108 r
Se�sm�c�Force(p 176•�17.6(176�a
Govemm Force 1 h"* N� X17617,5 1T6
Oovernmg,Force?,r�x.�SeisSeisSe�sWindwiid�_Wiid�Wind�WindWindom
�Dt ra m:Chord Tensior►�.�,�1;Z �4�`''"�`^ � ..��,�����i
Cfiofd�Te S�On Ml',/8ti (Ibs)> � �'�aat�j^ �� SI�•��`=188��220 59c�x,�,�
CodeSAllgw{16d;@ T,o:c)-Ibs .�s;•� ��861-� ' 1617�ti1640 -
_. 1995
A Shona1 Bcx Nai s ...eq de earyma������ ,
INS
?ltY.. .:YM. _9 x'�n:rA.�..' ":1J.ar;i.* \e .'K Y2a.. ✓i,•r;S�S' .ti56.:'a".[6^,b•53E+:. .?'a""•-?.SC'1565C_: ' `•W.-�[N',Yi'."53SbbASX. .
r o, umn ocatton� * A B C D
VaShear;atGnd-Line# ounds �� Yx935 -2552 33881'�1760x's� +�,��°2076, r20MOM
76'��
y ra ;ragm', ._ ,:;ar {pl tR4� 23 MMC :85� ;44'� S bz ` 4 97�
Sttear a g �, _ _.. " "�
��o .0 2 7
Len th of Wall #1 z} ^„� . ; ��Vim
Referto"attad�e4;sTeanrallanarys�s'Refererxeyrall liy Col $ Grid and lNatl Number:(ie WaiN2 ,,gndpl i+all
9 gm,k 4.0 35 80 40
L�°en'{th of Wall #2�s� '! 4.0 3 5 8.0 4.0 , . 8.0 2.7
9 . 4.0 • -
le gntli`�of�Wallfl3�
r
yya jd 4t0
&;. A --a
' Length -of wan; #s ,r d� �.• � d � _ ,
Wal
LeWall
L�g�all
#T
,eck i w ash -01' c a y • .J
4engtfi'fof Wall �
ueeo�Walt.#9�
1��eng� of,�lNall #1(.. A
EdSlteanrvall:Len ths, ft ��`��` "�`"� �, ;�;�1.6s.�. �;T� �,n1S ?"$.�;� i�� a�s'h"i �.5s .'�'�,,n•` _: �c":rr �,� ,.
v ; mth5 ,ear, P,, ra yrs - Y��,;58 : MT365 ' `212 220 !. 13.4 x.389'
CVHC Lots 51 8 52 worst camAs
o
,r
--_.. ... .. .. ---
ARA.
Shear�WalLNumber ::. ...n
�9 x10
/Columns
2.Na
Sin _._Grid"Line'(Direction
.`
1.0 1.0 2.0 , 2:0• 2.0 �. 2.0 2.5
T '3 .. 1 2 3 1 4 ;� 1' 2 . ;1:.tr
coon at:^Grid:Line <:
Wal S
.. +2 .'
Metal Metal. Metal Metal Metal Metal, : ' -Metal • •I.Metal : . Metal • Metal
Framing(Metal or Wood),t
Hent to IateaL Load or Drag
800 � 8.00 ' 8:00 8.00 8.00 8.00 8.00 X8.00 8.00 8.00,
y,�i"�RSbG"IL�i`•'x'�'SYfi2<LY.""�' ">.a:^:5
Lateral Unbraced�Height
8.00 , 8.00 8.00- " �. 8.00 8-.00 8.00- 8.00 8.00 '8.00, 8.00
8:00 8.00 .- 8.00. 8.00 .:. 8.00 8:00 8.00 t: 5:00 8.00 8.00
Plat o".PlateHeight
1Vgtee Origin in lowe�;left corner
;Shearwall Plot Information i ,
12.90.; 12.90 13.00 • 13:00, 18.83 " 18.83 27.00
StarEX-coorclinatea�
. _1
lid�"X-Go ,`dinate ����
a+ � 12.90 12.90 13.00 13.00 18.83 • 18.83,, 27.00 ,
4.67 25.00 49:,18.. 4.67 13:50 43.18 49.18• 13.50 40.18
ax 5
trt Y-coord�nate.x.;� ..
S
;F ,
8.67 29.00 53.18 8.67 17.50. ,. 47.18 53:18, _ -4.00 17.50 44.18
4.00 . 4.00 4.00; '4.00 4.00' 4.00 4.00„. "' 4.00. ° . • 4.00 4.00
ii *�• s : ;
End' Y - Coordinates R..
Shearw°aW�dth�' F
ll
amu.. t �.�� �: � f
ouenr gFo��ceEnteO�85for
Sgism;ic 5nd;1 0 for Wmd•=,
1.00 1.00 1.00 1.00. 1.00 •1.00 1.00 1:00 1.00. 1.00
,..20 .20 20 '. 20- 20 .. 20 - ', 20 20 •20
20
RoofiDead3Load RDL fif y
Exterior WaII Dead Load
if10" to/� r�
20 20 20 20 , _ 20 20 j , . 20 20 .26 20
12100 _ 123.00. 123:00 133.00 133.00 .133.00 , 133.00 196.00 196:x00: -296.00
A"' lied ateral,Load? v ink `
Repla emento� addifional Dragx
yT
1 411
R of'o� Floor vibutary Area'to' '
resist u lift m feetrr3 ,_
6.25 1:00 1-.00 -6.25 6.25 .1.00 11.001 11.00 .11•.00 1.00
.
App1�,p dpinad for header at lefi oik}
shearwali in unds
Appiied�load'for header aCright
$hea wa11�R"atro; '"
.>D,,.. , ` �
�f
R2`a9 : �260R 1 K21R4
X2fi00 W 0,
K2�00�a � 0
x�2 00
Total Lateral,+ Drag .(pif)R -N
a1
14-11 296
V11 ie ghtofStiearwall'in pounds�'640�
x
X640# �640�640
WE 640:
640 640
�__. �°s W. W
A;
e...,. , , ..
as p ...._
; 64,0 fi40
. _ . _.� ._..a
fi40
_.
Weigh'Qrofi Roof/Floor`abovice waNrn
%jD
P..�f �;,,; x� a z,:,,. ,I
:....
,125:125,
12520
X22
20
'
O'vertu°�rning Mo me nt'Aft;:kipsg77
aw.:....._......
;
- -
Resisting�M`om'6h at Right Side
rs <
Winkr
-
`
n
ON
of s t1 r
2� 1
1
Resist g Momenf at Leff e��fn
aN
M'.PM
<
' 2 ,_ 1. z.
t
2
t
1
-------------
Is H DCo�ner? 1 Yes 0 No
1 ` 0 0 1 0 :4 0
Entir SS meson HD, PA o�FTM
PA PA =• PA PA •. PA PA PA PA PA" HD
Uptift at'12 ght side of;walls n lbs
1;270w; 151,6 '1516 14109'1410 W1656 K1656 �2073� �207�3 3946
HolddownRequired; ' rY
HPAFfD22 PAHBd2 AHF342 < HD2A� PAHD�42 HD2.� Pf1HD42 HD2A HD2�
zoo- ry1.. �T0
Is�HD at Co�nef? 1,;lfes`O No ��
0 0 ' -1 0 0 0 • 1 1
r 'PA PA PA PA PA. PA <PA PA HD .
PA
�
Enter Simpson HDPA orFTM�3
Up1.wLft afLL`�eftxstde of wall in lbs
IM -1 70 A WIMADC51WIr 1FAI ISM 0 N, I W1656 I I a2073 T-73 �• 394��
G'w .! VN5 :Mr�k
Holddown Required : l
'83 NCR
:i:.NFY+ �, .. xN - x.y,hvw Mhsw.v.n �y. Mn.ri. +x6X. ,Y'.'i' '
PAHD42 ' PAHD42 OW 0ARH 2 HD2A� PAIiD42
�Kc
PAHD42� PAH[j42
< ., HD2A� HDSA
--
----------------------------
:..::.::.::.
4SoleplThickness '(actual inl)t
1 5 1.5 1.5 - 1.5 1.5 1.5 1.5 1.5 1.5 1.5
1/2 1l2 112 '112 ,' . 112 1/2 112 1/2 112 112
1
Diameter of,Anchor Boif i- s�
.•er.,.xu.,rr .rxe. . b. (. w)Oe, i��k�.
-,•4"{+'S1y` -... �..,c, ijn .,� �y�
Capacity per,bolt:in"pounds�Ak=1;265.x,1265,1;2651265
y. � � K ;,,,.,. S
1;265 W4' 1;265 1,2651265 X1265
To a1 Base Shear,of,Wall_(Ibs)t�,
43:611{ .61F1 611651 �.65I65,1 651903' X903 I'303c
•-,YNFifNV" N W -' S i ij
Spacing of Bolts in Inches �;n�y
:�Y�F 4ep ;fi �n - fij t� '
.`F' $ 1 RAN
,�: 48,x{ .. RAN � NO x 46 „ X48 ,1 48 mu mom IN
ONO
v a•
..,.. s-rn.. ., .,.,- . •. r. s
Mm;Numberrequired a �..
-
.: 3.a yt > rc' w-av x .a �acr
�.:..2 r.., ? ,.? 2 2z Sam
i .
Shear�Wali Number ; , .�'4:'�Y11<Y,.>x'''12�;
��`_13. 14° 1.5' ;;�18 , '17�,�8 19' •'20
Gri --fie (W. tion /Column
3:0 4.0 4:0'
4.0 A 'A A A B B
2' 1 2 R 3. • 1 2 3 4 1 2
WaiSectron at`G�1d Gne
F ar min (Metal orliWood)'S
Metal Metal. Metal. Metal.. Metal Metal Metal, Metal Metal "Metal ;..
- 8.00 4 "; 8.00 : 8.00 8:00 8.00 8.00 8.00 :8a00 X8.00 '.
, r 8 ,00 ' '" 8.00 8:00 y ' 8:00 • 8.00-. 8.00 8:00 8.00 8:00 8.00
8.00 '8.003 8:00 ' 8 00„ '- 8.00' � 8..OQ 8.00 8:00 8:00 8.00` '
r Shearwall Plot Information
40.00 9.00 `'27:00 36.00'' 13
27.00 40.00 40.00 .00' 23.50
27,00 '40.00. 40.00 '' ; 40.00 4.00.' 13.00 31.00 40.00: 16.50 , '27.00
Height
ODOR re a1�Load�or Drag�Q:
'Late a! Unb ced Hei �ht
9�
PI 'Plate Helght� k ti Y
Note: NO 'inn lower leffcorner
StartXrdinate',
_
End X --Co rdlna r� max"
Start, Y -coordinate
49.18 22.50 49'l 8 ': 53:18 53.18- 53.18 53.18 43.18 ' 43.18
53' 18. 4.00:. 26.50 ; : 53.18 53.18 '53-.18 r 53.18. ' 53:18 43:18 43.18
End, Y - C! ori ate ��
Shell Width y
��,�,�„� � � �.�^�'� ,
A 4 00 4:00 4:00 4.00 • � a 4'00 � 4.00' : 4;00- ,.4:00: 3.50 3.50
"� k
'
UOernim"-f o ce Ente�""r 0 85 for
Seism 1c andkl:Q far Wind
1.00 1.00,; 1.00 , 1.00' 1.00 0.85'' 0.85 0.85 0.85 0.85
20 •,, 20.- • ;720 20• - 20 20 r 20 20 20 20
R ofiDeaO,,f1 (RDL)Ipif
Ezteno�tWall�De�ad Load (WDL)°
s; • . _ r
PRIME
20 . 20 20 20 :. ; 20 20 20 . 20 20 20
pl ed Late al Load%(vim �n plf)�
296.00 - ;122.00 -122.00 ` 122.00 58:00 58.00 58.00 58.00 -365.00 365.00
Replacementor"addd►onal Drag
0 Mt
load lbs�ti „N
f`
? " '
Ro f'orFl o Trlbutary;Area4to
jy �� �s}`y Chaff �u
-A~-1
resist<5u 11ft
�1 00 11.00' r 1.00 1 00 14.00 14.00. 14.00 •: ` 14,00 9.00 9.00 ,
App115ed�loaddr-, er at left
shearwallglra, unds
,• `
Applied,: load;foraheader at right h
ofshearvvalo
m niis
"
�
She, arvvallRatio��� „
*21000 W. -Y-4,00. W. V� 'W,2 OU 90-221 104 4� a2f29
�
2 29
To1at re al 06 " ";1 " ,. h
"29fi:
122. 22 122 58 58 58 58 365N.
365
Weight of Shearwa11ADn -i9 unds
640
6x40 �fi¢0 640 �fi40 64Q� X640 : 6w40 X560
�5fi0
We,gh ofi Roof�Floor above;virallrih
V
_ - - a
_
!
Plf .
20,
X220 2Q 20 x,28,0, 28U 280 , : ,;280 180
x180:
...
,-"`iW::.b`r'6v%`,.'
O
O�erturning Moment , ft'k1 s
p_
'
Z _.
��: Tri 7 3,.. ,.
15� '" 7 Y
::::.. '
------------------
FeslstmgMoment at R1ghtSide
ofW Ili ss..s
y
Resist g Moment at Leff S�deof'S.;
WIIni ss
.. 3 1 1 3 2J_ s' 2
MW
i:!=r: ... .. ... . .::..':: _ _ _ __ _ ;...�_:::. -- _
............ .
_. ": ".'-"v._.-+"+'f1lf:iiY.•}_�-,-e-'Tia!-:4?i-i+.:..... ._.:
fs2HD Cornet?1 Yes ONo
1 1 1 1 1 1, 1 1 1 1
HD HD„ z .HD HD'. HD. HD HD HD HD HID,
ES,imHD; PA�or FTM
m 5gN,
Upltft,uatRight side of wall to Ibs12
3946`. 10 ! 50 `T502
, 33..._..._Z� _. -_,- �3Q40�340�
HD5A HD2A HD2A HD2A None None None Non HDSA HDSA
M ..
�*11
HD -'.HD :"HD HD `- HD HID, HD HD HD HD
3946 10331502 1502 3040 3R
JK
No d"dow' n R yul�ed r
b
1I AHD atCorner� L Yes'_0: No
-W p on HD; PA or FkTM
UpliftatLeft slde of wall 1nlbs�
Noldd` whit ulred �f�" .. .x
�,.�q _jr .: - HO
IiDSA' ... _
,.___..n�; HDZA HDZA � FID2A None Noni None None HDSA R
�. „-�.'• j 7 `, a r,.cn.' ,.. - _.
i. p+.r•_,. _
ill 11
„oleplateThtckness (actuaf-fin )
1.5 1.5 - 1.5 1.5• 1.5 1:5 1.5 f.5 1.5 1.5
','•+{FW.'.'WS"T;pS4 t K Sz 4 .` ✓X
D1ame�ter�ofCAnchor Bolt (m )
•i
1/2 w 1/2. 1/2' ',, 1/2.' 1/2 + : 112 1/2 1/2 1/2 1/2
.<
,
Capactyr�bolt 1n pounds
1h26Sh 1;265 1`265 x265 X1,265 X1265 U265MO265.�� Wiwi M65
T al Base"Shear;;of Wali (Itis)
OF w607a WIMP 60,7 FitW351 x'351 351 1,382, 1 382
-,,,,%AP.'US mow' - 1 :�'�C Y'�
Spacing�of Bolts in -Inches K
> \ x i c yl J,� e6 �� `:l•
4 42t:�`48 48� 48� 4g� vg8W-0132 K '32
. � � , � �',>��
"exs• .ass ^a. s
M�n,Number required
x � � � . _ . - ._
2-?ON 2r; y2 2 4¢2
r- ..
V -uie
:.. ..
TIM-1-71--
Shea Y11alI Number `��`
a-2-X�-
m ,
21 X" 23° X24 25 26M 27` 29 `30
z
X28
Grid L1ne (Direction / Column-
Kglr
h
1 2 1 2 1 2
...
1N 1SectlonTat,Ggd Line
F arF ar -g M tai ortWood)`� r
Metal Metal Metal Metal. Metal Metal Metal Metal • Metal Metal
8.00 8.00 8.00 8.00 :" ' 8.00 8.00' ; 8.00 - 8.00 Sf00 8.00
H_elghtt,�iateratLoad or D a�
9
rte'-.::..' "2`*Hd7b'SF
ffilralI;W raced�Height
8.00 8:00 8.00 -8.00 ' ' 8.00 ` : 8.00' • 8.00 8:00 8100 '8.00
8.00 8.00 8:00 8.00 8.00 8.00- 8:00 8.00 8.00 ' 8.00 .
Plate'to Plate Heiht�
5 w . 9..
Note O�ignin (ower leftcorner
Shearwall Plot Information
18.'67 ' 32.00 8.90 ' "18.67 37.33 '.
26:67- 40.00 4.00 12.90, 21.34 40.00, 4
Start . oordnateF''"' '
End: Xk-'Coo�dynaie_' `?
StartY�-coordl ate x
'y
.24.33% 24.33 4.67, 4.67
24:33 24.33 4:67 -`4.67
8.00 n' 8.00_."'A .00 `4.00 2.67 : -2.67- #WA #N/A '*N/A' #N/A .
s
End.Y Coordin ate,;'
Shearvvall Width
Goverm g For�Enter 0.85 for
Sel .In c and 1 0 for Wand_
0.85' 0.85 0.85 , ' 0 85: , ' 0.85 0.85 .' ..0.85 0.85' 0.85 0.85
Roof ead oad (RDL) plf�
20 20 20 20 20 20 20 20. 20 20
'
Eztlo�"rr Wall Dead Load (WDL)
• s r :• ,
_If}hv
-20 20 20 20 20 20 20 20 20 20 20
212:00 ` 212.00 _ .220.00 .220.00: 389:00 389.00
App edLa e`ralhLoad (vim 1n plf)fi
Replacement o..additional D[ag
f
2xyi
load lbs 11
►:
Ro for Floor TributaryAsea to-
estsf�u hft in feed`
14 00 . 1400 1.00 1.00 1.00 1.00a: 1.00 1.00 1.00 1.00
Applied load�for header at left`of -:
1tt
shearwallnQds : >..
r
S > L ..
ApP11ed loadforxheader at right
n'
of shearwalltn ,_,unds� �.
3hearwallxRatio a�
1x00 ._ NOT- 200 200 3 00< KARAW., 10-NIA #NIA #NIA
T,�otal LRte a1E+' Drag.(plft
21212 , K220 W. ff389W.389 #N/A W ff.%A
WeeghofShearwall m pound's
1;280 X280 �' 640 `
M.. _ �64042T� 427 #NIA#N/A �#N%A�#N1A�
Weigh° of�Roof/Floorabove walli.in
1 fr
f ,.4s r Y
;2 p �9 28� 2� . 29� 20 2U 20 X20
8, r 28Q � .....
Overturmn "fMoment ft-kips4�;
z, 9�.
15
X158 X8M. 9 ., 9#N/A�#,N/A#NIA #NIA
:..
- -
•'a
ReslstingsMoment at Right 31de ,H-sLiF n
bb'.iiY.'eief":`;v3�"i/ ,WElm
ki s-, .'
. r 12 E1 1 I #N/A #N/AN/A #NIA
Reslstmg Moment at Left?Side ofd
Walki �«,:W;��
d
12 12 ' 1 : r. 1 1 ' ' 1 #,N%A #N/A #NIA y #NIA
1 1 1 1 .. 1 1 i 1 .. ------
F
HD HD • HD: � HD ' HD HD. HD HD, HD HD'
iH at C ro ne�11 Yes 0 Nod
Enter Simp o fHD PA or F,TM
U UftatRightside of wall n ibs�344344�
"1.84 �184Z� 3873 3873#N//� ' STV/A#Nli4 #NIA
Holddowa Requlred� ���
HD HD�5A '
HD2'A�, HD2A ' HD2"A''.r,�„ 2Ar tIDSA #N�/A �#Nl{1� �#�UA� �;#Wq�
1 �. - 1 1 1 1 1 ,1 _ r1 F1 11r
HD HD'.: HD, " HD . '. R HD HID . , . HD HD -HD .-,,HD
HD at�Corn�er��1 Yes'O�,Na'��
Enter Simp on HD PA o�xFTM
Upliftat�Leftsiieof wall in Itis
`344: 344 1842 K1842�3873�3873
oldown Re wired, ��
HDZA'��. "� `mak `��
HDZA_ ' HD2A tN/
iDSA HDSA., . " A A� �# IA�
1 5 1.5 1.5 1.5 . 1.5 1:5 1.5 1.5 1.5 1.5
1/2'` ''1/2 '. 1/2 1/2 1/2 1/2. 1/2 1/2 1/2 172.
SofeplaThckness (actualin
Dlameter�ofrAnchor.f3olt (m) �
Cap�ac t'y per�kioltj ,q..p WidsR
1,265 ,•,1;265? 1;265 X1;255. X1 265:
Tot 1BaseFShear ofWall (Itis)1,934
X1;934999999 1';118 �1 1x18„` #NIA #N/A flNlA#N/A
Spacingof Bolts in Inchesx%
M �
x,48' A'�48�m348; X48 x32 '# A �#N A �'j#N
��32� N/ #NIA / 5 /
Mtn (Vumher required .,
w
x 2 ; am Imm sow MW W~- amw *#W,#NIA,R#IV/40
60
50
40
30
20
10
0
-10
1 2 3 Y4�
3
15 16 17 18
' � � 7 � 2:5 11 �1A
6 19 20
B
10
2 I 21 22
13 C
15 9
1 4
D
023 24 gL. 1�
�E
25 26
10 20 30 40.
50
BEAMS AND HEADERS
ALL BEAMS TO BE CONSTRUCTED OF DOUBLE WCJ
(STEELERS) STEEL BOX BEAMS WITH FLANGE TO
FLANGE CONNECTION WITH TOP AND BOTTOM
TRACK AS NOTED IN STANDARD DETAIL ON SHEET
D-01 EXCEPT AS INDICATED BELOW:
INTERIOR NQN-BEARING PARTITIONS: MAY BE
CONSTRUCTED PER TYPICAL DETAIL ON SHEET D-02
FOR NON-BEARING HEADERS.
BEARING HEADERS 6'-0".TO 8'-0,'.' WIDE: MAYBE
CONSTRUCTED OF WCJxl2"x16 GAUGE Fy=50ksi BOX
BEAMS.
BEARING HEADERS 4'-0" TO 6'-0" WIDE: TO BE
CONSTRUCTED OF WCJx8"x18 GAUGE Fy=33ksi BOX
BEAMS.
BEARING HEADERS LESS THAN 4'-0": TO BE
CONSTRUCTED OF WCJx6"x20 GAUGE Fy=33ksi BOX
BEAMS.
GARAGE HEADER WITH NO GREATER THAN 5'-0" OF
ROOF TRIBUTARY TO BE CONSTRUCTED OF
WCJx12"x1'6 GAUGE Fy=50ksi BOX BEAMS.
Note: Design of headers and- beams assumes a tributary. load
of 20'-0" plus 1'-0" eave with Roof Dead Load of 20 psf and
Roof Live Load, of 16 psf (no live load reduction used).
Garage header assumes a roof tributary for design load
calculations of 4'-0" + L'-0" eave depth.
Mmax for unpunched "J" section: Sx (gross)*Fy/1.67 I t