Specifications RECEIVED
OCT 6 2014
CITYOFTIGARD
BUILDING DIVISION
LATERAL CALCULATIONS FOR
ANNENBERG RESIDENCE
11670 SW BULL MOUNTAIN RD
TIGARD, OREGON
by
City of Tigard
RICHARD J. TURNER, P.E. A• 'rove. Plans
REVISION#1 DATE: 09/29/14 By digit Date eA--
14 ( (
JOB NUMBER: R14143
REVISION
w..„ OFFICE COPY
589
ORE ON eb
gigp J. j
EXP.DATE: 06-30-16
I _ _
INDEX OF CALCULATIONS: PAGES
DATE: 05/09/14
SHEAR WALL PLANS: 1 TO 3
SEISMIC LOADS: 4 TO 5
WIIND LOADS: 6 TO 7
WALL DISTRIBUTION: 8 TO 9
FOOTING DESIGN: 10
BEAM ANALYSIS
AND DESIGN: 11 TO 47
RETAINING WALL
ANALYSIS AND DESIGN: 48 TO 104
DETAILS: 105 TO 110
REVISION#1 DATE: 09/29/14
SHEETS REVISED: 3.1,48,107
SHEETS ADDED: 3.1,69.1,69.2,69.3
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NOTE:
1. ASSUMPTIONS: 3. COMPACTED BACKFILL TO BE INSTALLED BEFORE
MAX DESIGN PRESSURE= 40 PSF INSTALLING WOOD FLOOR.
ALLOWABLE SOIL BEARING PRESSURE= 1500 PSF 4. SHORE WALL BEFORE COMPACTING WITH BACKFILL.
COEFFICIENT OF FRICTION- (SLAB TO RESIST SLIDING) 5. REINFORCING BARS TO BE ASTM A615,GRADE 60,
• PASSIVE SOIL PRESSURE= 150 PSF DEFORMED BARS(MIN.LAP SPLICE 40 BAR DIAM.).
SEISMIC Kh-Sds/2.5(MONONOBE-OKABE) 6. DEFORMED WELDED WIRE TO BE ASTM A185.
FC = 2500 PSI AT 28 DAY STRENGTH, 5"SLUMP. 7. GW/GP:WELL GRADED OR POORLY GRADED GRAVEL
Fy(STEEL) 60 KSI OR GRAVEL WITH SAND.
SOIL WEIGHT - 110 PCF SW/SP: WELL GRADED OR POORLY GRADED SANDY OR
2. CONCRETE FOUNDATION WALL DESIGNED TO CARRY SAND WITH GRAVEL.
SOIL LOAD ONLY.
i P.T.SILL PLATE WITH W
I J-TYPE BOLT, EMBED 7"
1 MIN. INTO STEM WALL
2X WALL
TOP OF CONCRETE WALL ►=% I FREE DRAINING
)) MATERIAL(GW,GP,SW,
11 OR SP,NOTE#7 ABOVE)
t' .i
X
W
x
WALL HORIZONTAL AND
• #4 DOWEL AT 3'-0"O/C,TYP. VERTICAL REINFORCING PER
SCHEDULE ABOVE(VERTICAL
SLAB TO STEM WALL __
BAR WITH STD. HOOK)
T-
4"SLAB WITH 6X6 W 1.4XW 1.4 •
WELDED WIRE MESH OR#4 4 CONTINUOUS DRAIN
BARS EACH WAY @ 18"O.C.AT BY OTHERS
CENTER OF SLAB,ALLOW U
SLAB TO CURE 7 DAYS
BEFORE BACKFILLING WALL R.
4
1
e
V a •e
_
u
O
° A ° 4 ° ° -REFER TO
° ° ° f— VERTICAL
A • a' REINFORCING
° ..
FOOTING BOTTOM TOE' 'HEEL'
REINFORCING PER 1.4
SCHEDULE - 'WIDTH'
RETAINING WALL/FTG. SCHEDULE WALL REINFORCEMENT FOOTING REINFORCEMENT
HEIGHT 't' TOE HEEL DEPTH WALL VERT. REINF. WALL HOR. REINF TOE BTM.HORIZONTAL
4'-0" 8" 1'-0" 1'-6" 10" #4 @ 1'-6"O.C. #4 @ 12"O.C. #4 @ 12"O.C.
5'-0" 8" 1'-9" 1'-6" 10" #4 @ 1'-6"O.C. #4 @ 12"O.C. #4 @ 12"O.C.
6'-0" 8" 2'-3" 1'-6" 10" #4 @ 1'-2"O.C. #4 @ 12"O.C. #4 @ 12"O.C.
7'-0" 8" 2'-9" 1'-9" 10" #4 @ 0'-8"O.C. #4® 12"O.C. #4 @ 12"O.C.
8'-0" 8" 3'-9" 1'-9" 10" #4 @ 6"O.C. #4 @ 12"O.C. #4 @ 12"O.C.
9'-0" 8" 4'-9" 1'-9" 10" #4 @ 4"O.C. #4 @ 12"O.C. #4®12"O.C.
9,:z6_ _8" 4' ._rLift..a.;' _ _#5 ,11;' _,• iii►p' •" • , W .. . A
10'-6" 8" 5'-0" 2'-6" 10" #5 @ 4"O.C. #4 @ 12"O.C. #4 @ 12"O.C.
.4.•
416
Use menu Item Settings>Printing&Title Block Title : 10'-6"SEISMIC Page:
to set these five lines of information Job# : Dsgnr: Date: 29 SEP 2014
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C:\UserslOwner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL
RetainPro 10 (c)1987-2012, Build 10.13.6.24
' License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI318-08,ACI530-08
License To:TURNER ENGINEERING AND DESIGN
[Criteria I Soil Data I
Retained Height = 10.00 ft Allow Soil Bearing = 2,000.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure = 40.0 psf/ft
Slope Behind Wall = 0.00:1 =
Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft
Water height over heel = 0,0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
Footingpoii Friction = 0.350
Soil height to ignore
for passive pressure = 0.00 in
i
[Surcharge Loads ` 1 Lateral Load Applied to Stem 1 [Adjacent Footing Load
Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs
NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in
NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft
Axial Load A Ited to Stem has been increased
by a factor of 1.00 Footing Type Line Load
Pp
Base Above/Below Soil _ 0.0 ft
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.582 Added seismic base force 1,187.2 lbs
Design Kh = 0,294 g Ka for static earth pressure = 0.319
Difference: Kae-Ka = 0.263
Using Mononobe-Okabe/Seed-Whitman procedure
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:C.1Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL
RetelnPro 10 (c)1987-2012, Build 10.13.6.24
License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 31 B-08,ACI 530-08
License To:TURNER ENGINEERING AND DESIGN
Design Summary I Stem Construction I Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 1.41 Ratio<1.5! Wall Material Above"Ht" = Concrete
Slab Resists All Sliding I Thickness = 8.00
• Rebar Size = # 5
Total Bearing Load = 4,213 lbs Rebar Spacing = 4.00
...resultant ecc. = 26.25 in Rebar Placed at = Edge
Soil Pressure @ Toe = 1,797 psf OK Design Data
Soil Pressure @ Heel = 0 psf OK
Total T +fa/Fa = 0.908
2,000 psf Total Force @ Section lbs= 4,645.1
sf
Allowable = Moment....Actual ft-#= 19,337.0
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,157 psf Moment Allowable = 21,302.1
ACI Factored @ Heel = 0 psf Shear Actual psi= 43.1
Footing Shear @ Toe = 35.3 psi OK Shear Allowable psi= 75.0
Footing Shear @ Heel = 23.6 psi OK Wall Weight = 96.7
Allowable = 75.0 psi Rebar Depth 'd' in= 6.19
Sliding Calcs Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 21.24
Lateral Sliding Force = 3,534.4 lbs LAP SPLICE IF BELOW in=
HOOK EMBED INTO FTG in= 9.30
Lap splice above base reduced by stress ratio
Hook embedment reduced by stress ratio
Masonry Data
Pm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Modular Ration' =
Load Factors Short Term Factor =
Building Code IBC 2009,ACI Equiv.Solid Thick. =
Dead Load 1.200 Masonry Block Type =
Live Load 1.600
Earth,H 1.600 Masonry Design Method = ASD
Wind,W 1.300 Concrete Data
Pc psi= 2,500.0
Seismic,E 1.000 Fy psi= 60,000.0
Footing Dimensions & Strengths I I Footing Design Results
Toe Width = 5.00 ft Toe eel
Heel Width = 2.50 Factored Pressure = 2,157 0 psf
Total Footing Width = 7.50 Mu':Upward = 17,974 0 ft-#
Footing Thickness = 10.00 in Mu':Downward = 2,838 2,462 ft-#
Mu: Design = 15,337 2,462 ft-#
Key Width = ####.##in Actual 1-Way Shear = 35.28 23.56 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in
fc = 2.500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 19.50 in
Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd
Min.As% = 0.0000 Other Acceptable Sizes&Spacings
Cover @ Top 0.00 @ Btm. 0.00 In
Toe: #4@ 6.50 in,#5@ 10.00 in,#6@ 14.00 in,#7@ 19.00 in,#8@ 25.00 in,#9@ 31
Heel:#4@ 31.25 in,#5@ 48.25 in,#6@ 48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4
Key: Slab Resists Sliding-No Force on Key i
Use menu item Settings>Printing&Title Block Title • 10'-6"SEISMIC Page:
to set these five lines of information Job# : Dsgnr: Date: 29 SEP 2014
for your program. Descr:
: C:\Users\Owner\Documents\TE&D 07 06 131RETAIN PRO CALCUL
RetainPro 10 (c)1987-2012, Build 10.13.6.24
License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:TURNER ENGINEERING AND DESIGN
Summary of Overturning &Resisting Forces &Moments I
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 2,347.2 3.61 8,476.1 Soil Over Heel = 2,016.7 6.58 13,276.4
Surcharge over Heel = Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel =
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil = •Axial Live Load on Stem =
Seismic Earth Load = 1,187.2 6.50 7,716.5 Soil Over Toe = 275.0 2.50 687.5
= Surcharge Over Toe =
Total 3,534.4 O.T.M. 16,192.6 Stem Weight(s) = 1,015.0 5.33 5,413.3
Earth @ Stem Transitions=
= = Footing Weighs = 906.3 3.75 3,398.4
Resisting/Overturning Ratio = 1.41 Key Weight = ###.##
Vert.component of active S.P.used for Overturning Resistance. =
Total= 4,212.9 lbs R.M.= 22,775.7
If seismic included the min.OTM and sliding •Axial live load NOT Included in total displayed,or used for overturning
ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
64)
" ►T-
Pyi
1 1
SHEAR WALL CLIPS AND
NAILS PER SHEAR WALL
I`I PLAN AND SCHEDULES
13/4"X 117/8"TIMBER STRAND SHEATHING AND NAILING
LEDGER, FASTEN TO DBL. STUD PER SHEAR WALL PLAN
WITH (6) '/4SDSX4 SCREWS,TYP. I
EACH DBL. STUD ((3) PER STUD) j P.T. SILL PLATE WITH %"
I J-TYPE BOLT, EMBED 7" MIN.
, (2) 2X6 STUD @ INTO STEM WALL
1'-4" 0/C
4" SLAB PER 1
ARCH. PLANS
-. li ---\,..
—1 . °— a °II
° 4
A e l� (3)-#4 CONTINUOUS BAR AT
0
o G o A a BOTTOM OF FOOTING
a
[ t!
M a
U
2'-6"
NOTE:
1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL.
2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT
EAR WALL LOCATIONS.
4 FOOTING SECTION
4. 0 SCALE: 1" = 1'-0" `o'i'