Plans KiNicoll
MI 'Project: REZ,GINIhiG- LUAU. STRUCTURE Page: `1
Client: JUDY 4 HE1�1DER5DN JOSEF'-i B ENK
ENGINEERING, INC. Jab No.: m9 -+ 213 Date: 3 -11 -09
ii/A00 6.
, __
121
/I •
i
....._
c:,
y )
1
r . CV9/4 IC. f..1,1 Cie
a D�rS�E�lt0 /\ �� fir.
A 1 Ati� ��' puyCI') 0
O V 00111,4L1 Ohl 147W.., (,,.,
• O i 1 � 1 N _rte I r..1 . 4
o • Nt-________. Ns e \AJ (./al.R--,
i
0 MA 4i ore. vro Ns
v1A Lt.,
of TIGARD
A pproved . ............... t
Conditionally' Ap d«4.“.....». t
f T 7t7'7F) \.- }, A , N ( Sea Letter to: Follow..... » ....... • j
1\ l t , ,_. tr '' :4: .�
2 t--2 Ad, • 0�,..10P tip! • r,✓
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2085 • Fax (503) 684 -3636
OFFICE COPY
w
. • ,
CITY OF TIGARD - SITE PLAN REVIEW
BUILDING PERMIT NO,: bo.P vO`l - `00 /lot
PLANNING DIVISION:
Required Setbacks: j, Approved ❑ Not Apprcwed
o j j y�( Side: .__.__.. Str et Side: ._.,_
\r"Eront. —f Garage: Rear:
Visual Clearance: r Approved 0 Not Approved
Maximum Building Heig!,. _L. feet t w
CWS Ser •ce Provider Lent Require& Q Yes ❑ No
❑ Re eived
B 1cJU,,., ,�..,� Date: �1D rR I
ENGINEERING DEPARTMENT:
Actual Slope: ? °/o Approved ❑ Not Approved
Site Plan: E�-- Approved 0 Not Approved
B Date:
•
Notes: �., fL�
r o l vt-e- - Yr' jfi ' 6 ' P i)-4-62j15-r- = r tom- • . P2-
r ,,,,,..., .....),„‘„ ,....
-bic,,i
cA-LL i e
CITY OF TIGARD . SITE PLAN
BUILDING PERMIT NO REVIEW
L Street Trees;
Protected, ❑Not Approved
g • O _Dal
Approved ■ ; � o APProved
'Votes: Date: '�
$' NTE n Nero
It 1... NN... bevollptik
I ....... y Cter „ � . r S : gam. ±r
'.3 r's4
w k.uwRW'Wi ep:p..-
,i.Y•WbtlPn'fnM.A•1i'16` a. VI
IVILII ICJ V.7 IV.sJ' I- IOIIt.4V JII CX Nuuy �JV.I�f.Jll VVV V.7V�GdVV Fl.l
MNicoli Engineering, Inc.
Iihm. PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
RECELVED
SEP 1 2009
CITY OF TIGARD
BUILDING DIVISION
STRUCTURAL CALCS & DRAWINGS
PROJECT
RETAINING WALL & FENCE DESIGN
JOSEPH RESIDENCE
12040 SW 122' CT.
TIGARD, OREGON. 97223
CLIENT
HENDERSON & JUDY JOSEPH
12040 SW 122nd CT.
TIGARD, OREGON 97223
711. PRO,c
V F O
'Ai 4, 4, 16,507 r
f t
, ; I
f
JOB NO.: 09 -0213
REPARED BY: ENK
CHECKED BY: JA
DATE: 3 -17 -09 PAGE 1 OF 13
Viol i s JC i v.,JC'C i 101 i�o, CLIi i u IJu1Jy vvovNI i wv ....v-r_vvv f..S.
•
10 lig Ng Project: RETAINING WALL STRUCTURE . Page:
• I I l Client: JUDY t HENDERSON JOSEPH By: ENK
ENGINEERING, INC. Job No.: 09 -0213 Date: 3 -11-09
•
1 zotigt(t71/ 02
� I
' D
* ' / k 4 ' i
D o
34 kr) D O _ _❑ D_ wACit.
` 4kft • TriHIII1111111111111111t11 inumionsf
\NArL
r ii ` •
2 C? %
9025 SW Center Street - PO Box 23784 Tigard, Oregon 9728t • Pt (503) 620 -2085 • Fax- (503) 684 -3636
•
IVICII I V 'JJ I V.J.9C1 1 !WWI 0Ul l CX JUUy J U.og=w11 JVJ- v7V -G.7•U Fr..)
i Project: RET 4lNiNG- WALL STRUCTURE Page:
Client: JUDY 4 3IENDERSON JOSEPH By: ENK
ENGINEERING, INC. Job No.: 0S -0213 Date: 3 -11 -O9
i I 6 " rf
f
{2 .
_.
•
, _
.....
c:)
.....
.4) ,
I , k
(py gE i LT �
IC c- " a S��'EQEi�£O p tit Tr? '2\ C� sap �' 1' poyrk) CO
701/1 FA 1 >>
' Fo oll“Li 111 L� t lei' Q k ,,�1.0 - C , , t, •
,i, 1, 1111111MmillaINIIIIIMMI111111111111M111111M11111111 an .10 /
- o ~` r0 r'z • f
0 0 / ew c/01.J L,
(i ) W, -fit 1ill
AAA ki o 5 .7'p Isis
yjA L4.,
tip` h1- kJS,
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone; (503) 620 -2086 • Fax: (503) 684 -3636
v•.wi v vv I v.vvu i wi I I uvI i �a,iur vvOopn wu•- wv -[.avv �.e
V.
s Project: RETAININ IUALL STRUCTURE Page: 4- Nicol I Client: JUDY 4 WENDERSON JOSEPH B_ I u
Y
ENGINEERING, INC. Job No OS -0213 Date: 3 -11-0
6TOM Y, INV.
AL/4N(
Pt7 r*
I..'
t.�"r , < ,� to • f G?
0
4. e <x 4,
virot-
pt70(0
' C - )t 6 '%\
9025 SW Center Street - PO Box 23784 Tigard Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684-3636
Mar iy uw iu.ove nenoe son a uuoy Josepri ouo- oau -430 p,o
air..111iC011 i FItojec R ET A ILING UJ� 1.L 5 7URE __ Page: 5
Client: JU 'Y t HENDER5ON JO5EP -I By. ENK
ENGINEERING, INC. Job No.: 0e -0213 Date: 3 -f -og
(,■6 c' VIV i
ik
<, —,\ MI
3 , -k-
I 11/4-
,
4 1r, ( r , r i 1
r (1q •
cr I I
El f
1 la +}
r- 1 141 5
\ \ Y2
9025 SW Center Street - PO Box 23784 Tgard, Oregon 97281 • Phone (503) 620 -2086 • Fax (503) 684 -3636
roiai I t..)V I V.-I-VC nriiwdlSuii Of SUUy Jusdpn oua 0..U p.o
N ICO.I Project: RETAINING UJ.AL�. STRICTURE
Page: [p
Client: JUDY 4 4-1ENDER5ON JOSEP'1-1 8y. ENK.
ENGINEERING, INC. Job No.: 09 -0213 Dote: 3 -17 -p9
Ci/uao rr
cz.eitit.C7v 5 4
ic.s.?,,ke....e -
....., ,
n &A t>(4 1 Ua �,
•
r 7 ---.
� , I I I
I 1I >
[ X11 I ( � o _
1 Jr 7 ',._ ��
,j _,
•
C
•
UU • \V. • (Alia fie
P'cA\ ' C
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax (503) 684 -3636
pier iy ua iu:'+ua r-renoerson a Juoy .Josepn ®u� -ayu -G ..10 p,r
K I Project: r'2ETAfNI1�IC= WALL STRUCTURE
I' )
Client: JUDY < NENDER50N JOSEPH By. ENK
ENGINEERING, INC. Job No.: 09 -0213 Date: 3- 11-05
1A) / - Ar // Qt a.
" ._,- , 7.1 1 3 — .4. `-.)
L9 N
-:t ) t-1/1-
s <;,
�3 ` , i
>. ''i ( S
03 >,? i I t,
1.3 J J '' 1 4'
'H . ' ' - �
t 2 l
' I t 2
! i k 1 >
:®‘ ' _ j 1: ` ' li *c4 to
ni ' 1 ,
m
i 1 I s
.4 s w i, 2� .c
i `' '''
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
Mat i y 1 ,JV i u,'+ i a ndriuerSun ck uuuy oustipi l 04.1J-0.7U-LWOO p.o
LIU Title : Job #
REAR YARD CONCRETE Dsgnr: Date: 2:26PM, 17 MAR 09
RETAINING WALL Description:
8' HIGH Scope :
Rey' 58=2
User.. Kw.eeossro verseo 143ec -20 3 Pole Embedment in Soil Page 1
{01983 -M03 ENERCALC En Software
.11k 1
Description Circular pole with Point & Uniform Loads
C General Information Code Ref: 1997 UBC 1806.8,2.1, 2003 IBC 1805.7.2, 2003 NFPA 5000 36.4.3
a,..:....,.—":,ti*..xx _
Allow Passive 150.00 pcf Appl ed L cads ..
Max Passive 1,500.00 psf Point Load 0.00 lbs
Load duration factor 1.000 distance from base 0.000 ft
Pole Is Circular
Diameter 16.000 in Distributed Load 13.20 #/ft
No Surface Restraint distance to top 6.000 ft
distance to bottom 0.000 ft
Moments Surface ...
Point load 0.00 ft# Total Moment 422.40 ft-ft
Distributed load 422.40 Total Lateral 105.60 lbs
Without Surface Restraint..
Required Depth 3.125 ft
Press eg 1/3 Embed,.
Actual 150.12 psf
Allowable 150.90 psf
IVI QI I :/ V:, , v.T I C I 101 lu0 CUP I u< vain' vv *O1JI I vvv v�IV - Gi/vV r.,.J
COMPANY PROJECT
JOIST
t oodWorks° FENCE POST DESIGN
Y .Y f J H =8'
!mum, II Mar MGOe Of QV Go Wren 1
Mar. 17, 2009 14:31
Design Check Calculation Sheet
Slzer 2004a
LOADS ( Ibs, psr, or pif
(Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
1Loadl Mind Full CDL 19.2 No
MAXIMUM REACTIONS (lbs):
Y r t' ! Lt i r�. M, . r1y F 4¢1 rc -•-ta +; :fu t t s
V 8'
Dead
L 634
Total 634
Timber -soft, D.Fir -L, No.2, 6x6"
Self Weight of 7.19 plf automatically included in loads;
Pinned base; Free top: Loadface = width(b): Ke x Lb: 2.10 x 8.00= 16.80 [ft); Ke x Ld: 2.10 x 8.00- 16.80 [ftl; Lateral support: top = Lb, bottom
Lb; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
I Criterion Analysis value Design Value Analysis /Design
Sneer fv - 31 Fv' - 272 fv/Fv" - 0.12
Bending( -) ( fb = :097 Fb' = 1200 fb /Fb' = 0.91
Facial fc = 2 Pc' = 256 fc /Fc' = 0.01
Axial Bearing fc - 2 Fc* - 63C fc /Fc* = 0.00
Combined (axis_ coapressior, + s:.de load bending) Eq.3.9 -3 0.92
Live Defl'n 0.13 - 1/750 0.53 - L /180 0.24
Total Defl'n 0.13 = 1/750 0.53 = L/180 0.24
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LCi
Fb'- 750 1.60 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2
Fv' 110 1.63 1.00 1.00 - - - - 1.00 1.00 2
Fc' 700 0.93 1.00 1.00 0.406 1.000 - - 1.00 1.00 1
Fc'cocnb 700 1.60 - - 0.244 - - - - - 2
E' 1.3 :pillion 1.00 1.00 - - - - 1.D0 1.00 2
7c• 700 0.90 1.00 1.00 - 1.000 - - 1.00 1.00 1
Pending( -): LC$ 2 = .6D +if, td = 2534 lbs -ft
Shear : LC4 2 = .6D +c•;, V = 634, V design = 634 lbs
Deflection: LCi 2 .6D +W El= 99e06 lb -in2
Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection.
Axial : LC# I = C only, P = 57 .lbs
Combined : LCi) 2 - .6D +(P; (1 - fc /FcE; - 0.99
(0 =dead L =live 5 =snow ti =wind I =iapact C =construction CLd=concentrated)
(All LC's are listed in the Analysis octput)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application. '
1 101 1.:7 '✓C/ I V.T4.0 . 10111401 DV11 V( IVV) VV001.J1I VVV VVV H. IV
• LIU Title: Job# ) f'S
REAR YARD CONCRETE Dsgnr• Date: 2:37PM, 17 MAR .09 V
Description :
RETAINING WALL
8' HIGH Scope:
Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Rau: : KW-06 5W-06 036 ?0, Veri._.0, 1•Dw2W3
Us Cantilevered Retaining Wall Design Page 1 i
Use
(cit993 -2003 ENERCALC Engineerire Software
Description
Criteria Soil Data li Footing Strengths & Dimen
Retained Height = 2.50ft Allow Soil Fearing = 1,500.0 psf fc = 3,000 psi Fy = 60,000 psi
Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014
g Heel Active Pressure 35.0 psflft Toe Width = 1.00 ft
Slope Behind Wall = 0.00:1 The Active Pressure = 0.0 psflft Heel Width = . 2.25
Height of Soil over Toe = 0.00 in Passive Pressure a 150.0 psflft Total Footing Widtn a 3.Y '
Sol Density = 120.00 pct Water height over heel = 0.0 ft Footing Thickness = 10.00 in
FootingiiSoil Friction = 0.300 _
Wind on Stem = 0.0 psf Soil height to ignore Ke D 0.00 in
for passive pressure = 0,00 in Key Depth e 0.00 In
=
Key Distance from Toe = 0.00 ft
Cover @ Top = 3.00 in Btm.= 3.00 in
Surge Loads Surcharge Over Heel = 540.0 psf Surcharge Over Toe = 675.0 psf
ti rcha Used To Resist Sliding & Overturning Used for Sliding & Overturning
Design Summ i Stem Construction - Top Stem _
Stem OK
Total Bearing Load = 2,732 lbs Design height ft= 0.00
...resultant eOC. - 3.58 in Wall Material Above "Ht" = Concrete
Thickness = 6.00
Soil Pressure @ Toe = 1,304 psf OK Rebar Size 0 it 4
Soil Pressure @ Heel = 377 psf OK Rebar Spacing = 16.00
Allowable a 1,500 psf Rebar Placed at = Edge
Soil Pressure Less Than Allowable Design Data
ACI Factored @ Toe a 1,826 psf fb/FB + fa/Fa = 0. 358
ACI Factored @ Heel a 528 pd Total Force @ Section lbs = 855.3
Footing Shear @Toe a 3.6 psi OK Momertt.,..Actual f14= 991.7
Footing Shear @ Heel a 14.3 psi OK MomenL...Allowable = 2 769.2
Allowable = 93.1 psi Shear.....Actual psi = 1 16,8
Wall Stability Ratios
Overturning = 4.32 OK Shear.....Atlowable psi = 1 93.1
Sliding = NIA Bar Develop ABOVE Ht. in = 17.09
Sliding Calcs Slab Resists All Sliding ! Bar Lap /Hook BELOW Ht. in = 5.00
Lateral Sliding Force = 719.4 lbs Wall Weight = 72.5
Rebar Depth 'd' in = 4.25
Masonry Data
frn psi=
Fs ps i =
Solid Grouting =
FOUtht Des i Special Inspection =
Modular Ration'
Toe Heel Short Term Factor
Factored Pressure = 1,826 528 psf Equiv. Solid Thick. _
Mu' : Upward = 846 1,166 ft-# Masonry Block Type = Normal Weight
Mu' : Downward = 360 2,069 ft Concrete Data
Mu: Design = 286 903 ft-# fc psi = 3(000.0
Actual 1 -Way Shear a 3.61 14.26 psi FY psi = 60,000.0
Allow 1-Way Shear = 93.11 93.11 psi other Acceptable Sizes & Spacings
Toe Reinforcing = None. Spec'd Toe: Not req'd. Mu < S " Fr
Heel Reinforcing = None Spec'd Heel: Not req'd. Mu < S ' Fr
Key Reinforcing = None Spec'd Key: No key defined
[vial 1.". V.7 1 V.°FLM ntJrlutll SUl1 01 uuuy JUJtipIl UVJ- U.7V'GJUO p.I 1
, LIU Title: Job# t
REAR YARD CONCRETE Dsgnr: Date: 2:37PM, 17 MAR 09 5
RETAINING WALL Description
I3' HIGH Scope :
Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 WFPA 5000
L ne>-: 550014 "'
UserKIN- 0603670,Vor58.0,1 -0 Design Cantilevered Retaining Wall Desi n Page 2 :
{:,1583.3003 ENERCALC Eipine®rilg Scnware .7
Description
i Summa of Overturnin & Resistin Farces &Moments
OVERTURNING .....RESISTING.,...
Force Distance Moment Force Distance Moment
item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 719.4 1.52 1.091.0 Sod Over Heel - 525.0 2.38 1,245.9
Toe Active Pressure = Sloped Soil Over Heel =
Surcharge Over Toe = 0.42 Surcharge Over Heel = 945.0 2.38 2244.4
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem = 0.00
Load @ Stem Above Soil = Soil Over Toe =
SeismicLoad = Surcharge Over Toe = 675.0 0.50 337.5
Stem Weight(s) = 181.3 1.25 226.6
Total = 719.4 O.T.M. = 1,091.0 Earth @ Stem Transitions=
Resisting/Overturning Ratio = 4.32 Footing Weight = 406.2 1.63 660.2
Vertical Loads used for Soil Pressure = 2,732.5 lbs Key Weight =
Vert. Component =
Vertical component of active pressure NOT used for soil pressure Total = 2,732.5 lbs R.M,= 4,715.5
i Mar 19 09 10:43a Henderson & Judy Joseph 503 - -890 -2938 p.12
, Z
540.psf
•
675.psf
„t_
Siding CPAC'''T!' s mss"
Pp= 3128.3#
T99.44#
3„.3"1
1304.2psf