Specifications vklX2-02(-0022-1
LATERAL CALCULATIONS FOR
LEET RESIDENCE
4611 W 74TH AVE
ARD, OREGON
by
RICHARD J. TURNER, P.E.
REVISION#2 DATE: 08/17/21
JOB NUBMER: R21129
PRQ
l �F Si
/ A_ /, iwie.24".4.4.,...
OREGON
cti1RD J.
EXP.DATE: 06-30-22
I -
INDEX OF CALCULATIONS: PAGES
DATE: 03/03/21
SHEAR WALL PLANS: 1 TO 3
SEISMIC LOADS: 4 TO 5
WIND LOADS: 6 TO 7
WALL DISTRIBUTION: 8 TO 9
FOOTING DESIGN: 10
REVISION#1 DATE: 05/06/21
RETAINING WALL
ANALYSIS AND DESIGN: 11 TO 44
REVISION #2 DATE: 08/17/21
RETAINING WALL
ANALYSIS AND DESIGN: 44.1, 45 TO 49
i
EXTERIOR SHEAR WALL NOTE:
SHEATHING AND NAILING 1. ASSUMPTIONS:
PER SHEAR WALL PLAN 2X STUD WALL MAX DESIGN PRESSURE-27 DEG
P.T.SILL PLATE WITH A" ALLOWABLE SOIL BEARING PRESSURE•1500 PSF
J-TYPE BOLT,EMBED 7"MIN. 0 COEFFICIENT OF FRICTION• .56
PASSIVE SOIL PRESSURE•300 PSF
INTO STEM WALL SEISMIC Kh•Sde/2.5(MONONOBE-OKABE)
F'C - 3000 PSI AT 28 DAY STRENGTH,5'SLUMP.
Fy(STEEL) 60 KSI
• SOIL WEIGHT• 110 PCF
SLAB PER 4"
4" SLAB PER 2. CONCRETE FOUNDATION WALL DESIONED TO
ARCH.PLANS • s V ARCH.PLANS CARRY SOIL LOAD ONLY.
4 3. COMPACTED BACKFILL TO BE INSTALLED BEFORE
INSTALLING WOOD FLOOR.
• ',ICI.4.• • G 4. SHORE WALL BEFORE COMPACTING WITH BACKFILL.
5. REINFORCING BARS TO BE ASTM A615,GRADE 60,
DEFORMED BARS IMIN.LAP SPLICE 40 BAR DIAM.).
T.cfn..- 6. DEFORMED WELDED WIRE TO BE ASTM A185.
FREE-DRAINING .;' FREE-DRAINING 7.GW/GA WELL GRADED OR POORLY GRADED GRAVEL
MATERIAL(OW,GP,SW, • •' MATERIAL(OW,GP,SW, OR GRAVEL WITH SAND.
OR SP,NOTE 47 SHOVE,) — OR SP,NOTE 47 ABOVE) SW/SP:WELL GRADED OR POORLY GRADED SANDY OR
• SAND WITH GRAVEL.
•
•
e •
e. .
f•.
O
T 4 (1)414 VERTICAL BAR
C 1'-0"O.C.AND(I)-M4
. ' HOR.BAR @ 1'-4"0/C
d . ';4
7, --- ..
W
U •
"aa. } CONTINUOUS DRAIN BY
1 OTHERS
0. !' -•i
G HEEL TOP REINFORCING
•] PER SCHEDULE
• . , HEEL TOP HORIZONTAL
IN -,d : `� REINFORCING PER SCHEDULE
V V
i A
REINFORCING TO " '2 - d • • 4. • O
MATCH VERT. - - ��d .,
REINFORCING '� - •�i4• '
TOE BOTTOM NOR. / _ • . - _
REINFORCING PER - =•:8.11.1i:%i!1} 1�i ;41Si.? 1•i - -;
SCHEDULE FOOTING TO SIT ON
COMPACTED A"./-GRAVEL
2'-4"HEEL
< >L
1'-8"TOE
FOOTING REINFORCEMENT
HEEL TOP HORIZ. HEEL TOP TOE BTM.HORIZ.
M4{y 1'-0'O.C. 04(4 1'-0"O.C. 04(W 1'-0'O.C.
(II• FOOTING SECTION
SCALE:1"-1'-0"
R wAl.I.
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File rw.ec6
LIC#:KW-06064630,Build:20.21.8.14 2000 (c)ENERCALC INC 1983-2021
DESCRIPTION: RW
Code Reference
Calculations per IBC 2012 1807.3,CBC 2013,ASCE 7-10
Criteria Soil Data
Retained Height = 9.00 ft Allow Soil Bearing = 2,000.0 psf
Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method
Active Heel Pressure = 40.0 psf/ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 108.00 in
Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft
Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingllSoil Friction = 0.400 •
Soil height to ignore
for passive pressure = 12.00 in is : ;'
Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 50.0 psf Lateral Load = 2,182.0#/ft Adjacent Footing Load = 0.0 lbs
Used To Resist Sliding&Overturning ...Height to Top = 5.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 50.0 ...Height to Bottom = 4.00 ft Eccentricity = 0.00 in
Used for Sliding&Overturning Load Type = Earth(I-I) Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem (Service Level) Footing Type Spread Footing
Base Above/Below Soil = 0.0 ft
Axial Dead Load = 200.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall
Axial Live Load = 0.0 lbs (Strength Level) Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.448 Added seismic base force 993.5 lbs
Design Kh = 0.268 9 KAgie§g ure = 0.267
Eprl
= 0.181
Using Mononobe-Okabe/Seed-Whitman procedure
Project Title:
Engineer:
Project ID:
Project Descr:
CCantilevered Retaining Walt Project File:rw-ec6
LIC#:KW-06064630,Build:20.21.8.14 2000 (c)ENERCALC INC 1983-202i
DESCRIPTION: RW
Design Summary Stem Construction Bottom
Stem OK
Design Height Above Ftc ft= 0.00
Wall Stability Ratios Wall Material Above"Ht" = Concrete
Overturning = 6.85 OK Design Method = SD SD SD SD SD
Sliding = 15.75 OK Thickness = 8.00
Global Stability = ###.## Rebar Size = # 4
Rebar Spacing = 12.00
Total Bearing Load = 5,265 lbs Rebar Placed at = Center
...resultant ecc. = 3.50 in Design Data
fb/FB+fa/Fa = 0.478
Soil Pressure @ Toe = 1,893 psf OK Total Force @ Section
Soil Pressure @ Heel = 740 psf OK Service Level lbs= 310.5
Allowable = 2,000 psf Strength Level lbs= 310.5
Soil Pressure Less Than Allowable Moment....Actual
ACI Factored @ Toe = 2,650 psf Service Level ft-#= 1,637.9
ACI Factored @ Heel = 1,037 psf Strength Level ft-#= 1,637.9
Footing Shear @ Toe = 5.8 psi OK Moment Allowable = 3,423.0
Footing Shear @ Heel = 21.2 psi OK Shear Actual
Allowable = 82.2 psi
Service Level psi= 6.5
Sliding Calcs Strength Level psi= 6.5
Lateral Sliding Force = 993.4 lbs Shear Allowable psi= 82.2
less 100%Passive Force - 13,537.2 lbs Anet(Masonry) in2=
less 100%Friction Force a - 2,106.2 lbs Rebar Depth 'd' in= 4.00
Added Force Req'd = 0.0 lbs OK Masonry Data
....for 1.5 Stability = 0.0 lbs OK fm psi=
Fs psi=
Vertical component of active lateral soil pressure IS Solid Grouting =
NOT considered in the calculation of soil bearing Modular Ratio'n' =
Wall Weight psf= 100.0
Load Factors Short Term Factor =
Building Code Equiv.Solid Thick. =
Dead Load 0.000 Masonry Block Type =
Live Load 0.000 Masonry Design Method = ASD
Earth,H 0.000 Concrete Data
Wind,W 0.000 fc psi= 3,000.0
Seismic,E 0.000 Fy psi= 60,000.0
Project Title:
Engineer:
Project ID:
Project Descr:
[-Cantilevered Retaining Wall Project File:rw.ec6
LIC#:KW-06064630,Build:20.21.8.14 2000 (c)ENERCALC INC 1983-2021
DESCRIPTION: RW
Concrete Stem Reber Area Details
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As(based on applied moment): 0.0989 in2/ft
(4/3)'As: 0.1318 in2/ft Min Stem T&S Reinf Area 1.920 in2
200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft
0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options:
One layer of: Two layers of:
Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area: 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Data Footing Design Results
Toe Width = 1.67 ft Toe Heel
Heel Width = 2.33 Factored Pressure = 2,650 1,037 psf
Total Footing Width = 4.00 Mu':Upward = 3,367 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 2,010 2,010 ft-#
Mu: Design = 1,357 2,010 ft-#
Key Width = 0.00 in phiMin = 9,910 11,088 ft-#
Key Depth = 0.00 in Actual 1-Way Shear = 5.76 21.17 psi
Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 82.16 82.16 psi
fc = 3,000 psi Fy = 60,000 psi Toe Reinforcing = #4 @ 9.26 in
Footing Concrete Density = 150.00 pcf Heel Reinforcing = #4 @ 9.25 in
Min.As% = 0.0018 Key Reinforcing = None Spec'd
Cover @ Top 2.00 @ Btm.= 3.00 in Footing Torsion,Tu = 0.00 ft-lbs
Footing Allow.Torsion,phi Tu = 0.00 ft-lbs
If torsion exceeds allowable,provide
supplemental design for footing torsion.
Other Acceptable Sizes&Spacings
Toe:
Heel:
Key:
Min footing T&S reinf Area 1.04 in2
Min footing T&S reinf Area per foot 0.26 in2 ift
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File:rw.ec6'
LIC#:KW-06064630,Build:20.21.8.14 2000 (0)ENERCALC INC 1983-2021
DESCRIPTION: RW
Summary of Overturning&Resisting Forces& Moments
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
HL Act Pres(ab water tbl) 2,000.0 3.33 6,666.7 Soil Over HL (ab.water tbl) 1,649.7 3.17 5,222.6
HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 3.17 5,222.6
Hydrostatic Force Watre Table
Buoyant Force = Sloped Soil Over Heel =
Surcharge over Heel = 181.8 5.00 909.1 Surcharge Over Heel = 83.3 3.17 263.8
Surcharge Over Toe = Adjacent Footing Load =
Adjacent Footing Load = Axial Dead Load on Stem= 200.0 2.00 399.9
Added Lateral Load = -2,182.0 5.50 -12,001.0 *Axial Live Load on Stem =
Load @ Stem Above Soil = Soil Over Toe = 1,649.3 0.83 1,373.9
Seismic Earth Load = 993.5 6.00 5,961.3 Surcharge Over Toe = 83.3 0.83 69.4
Stem Weight(s) = 1,000.0 2.00 1,999.3
Earth @ Stem Transitions
Total = 993.4 O.T.M. = 1,536.0 Footing Weight = 599.9 2.00 1,199.4
Key Weight =
Resisting/Overturning Ratio = 6.85 Vert.Component =
Vertical Loads used for Soil Pressure= 5,265.5 lbs Total= 5,265.5 lbs R.M.= 10,528.2
Axial live load NOT included in total displayed,or used for overturning
If seismic is included,the OTM and sliding ratios resistance,but is included for soil pressure calculation.
may be 1.1 per section 1807.2.3 of IBC.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall(approximate only) 0.131 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
111 60
Project Title.
Engineer'
Project ID:
Project Descr:
-- --------------
I Cantilevered Retaining Wall Project File:rw.ecs 1
�LIC#.KW-06064630,Build.20.21,8.14 2000 (c)ENERCALC INC 1983-2021
DESCRIPTION: RW
Reber Lap& Embedment Lengths Information
Stem Design Segment:Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for#4 bar specified in this stem design segment= 17.09 in
Development length for#4 bar specified in this stem design segment= 13.15 in
Hooked embedment length into footing for#4 bar specified in this stem design segment= 7.67 in
As Provided= 0.2000 in2/ft
As Required= 0.1728 in2/ft
1
•
EXTERIOR SHEAR WALL NOTE:
SHEATHING AND NAILING 1.ASSUMPTIONS:
PER SHEAR WALL PLAN ^�... 2X STUD WALL MAX DESIGN PRESSURE-27 DEG
P.T.SILL PLATE WITH N" ALLOWABLE SOIL BEARING PRESSURE..1500 PSF
J-TYPE BOLT,EMBED 7"MIN. n COEFFICIENT OF FRICTION-.55
INTO STEM WALL PASSIVE SOIL PRESSURE=300 PSF
SEISMIC Kh s Sds/2.5(MONONOBE-OKABE)
EXTERIOR SHEAR WALL FC-3000 PSI AT 28 DAY STRENGTH,5"SLUMP.
SHEATHING AND NAILING Fy(STEEL) 60 KSI
• PER SHEAR WALL PLAN 2X STUD WALL -A SOIL WEIGHT- 110 PCF
4"SLAB PER 4"SLAB PER 2.CONCRETE FOUNDATION WALL DESIGNED TO
JOIST PER PLAN 2X BLOCKING ARCH.PLANS a• -se 1 V ARCH.PLANS
CARRY SOIL LOAD ONLY.
EXTERIOR SHEAR WALL 111
SHEATHING �-,�•' e /7 3.COMPACTED BACKFILL TO BE INSTALLED BEFORE
AND NAILING PER SHEAR WALL PLAN I ALLING WOOD FLOOR
4.INSHORE WALL BEFORE COMPACTING WITH BACKFILL.
____ _ 2X STUD WALL 4y'a°
2X P.T.SILL PLATE P.T.SILL PLATE WITH 3 J-TYPE BOLT, 5. REINFORCING BARS TO BE ASTM A615,GRADE 60,
WITH S5'J-TYPE BOLT, EMBED 7"MIN.INTO STEM WALL DEFORMED BARS(MIN.LAP SPLICE 40 BAR DIAM.).
EMBED 7"MIN.INTO 6. DEFORMED WELDED WIRE TO BE ASTM AI85.
- , STEM WALL �� FREE-DRAINING - R FREE-DRAINING 7.GW/GP:WELL GRADED OR POORLY GRADED GRAVEL
•
i�:��liolip,,2,1,
� F" MATERIAL(OW,GP,SW, MATERIAL(GW,GP,SW, OR GRAVEL R'17H SAND.
.] OR SP,NOTE#7 ABOVE) A' OR SF,NOTE#7 ABOVE) SW/SP.WELL GRADED OR POORLY GRADED SANDY OR
�v� SAND WITH GRAVEL.omr S a
m8 All mB (1)-#4 VERTICAL BAR@ m
24"O.C.WITH 6'HOOK Z
I_ ... 8" 1z O AT EACH END N
ill
mx .
Dw�
U (1)-#4 VERTICAL A (3)-#4 CONTINUOUS BAR AT a. .
t0-K 1- BOTTOM OF FOOTING AND TOP
0 m BAR @"H O.C. OF STEM WALL(EXTEND REBAR
mpB WITH 6"HOOK
Gj F m AT EACH END AROUND CORNERS MIN.5'-0") e
O tr.gz In
L io IGRADE O NOTE: ?7, 1,,.
1.FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. (I)-#4 VERTICAL BAR
U
(2)-#4 CONTINUOUS BAR AT 2.REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT @ 1-0'O.C.AND(1)-#4 @ BOTTOM OF FOOTING AND SHEAR WALL LOCATIONS. -
HOR BAR 1•-4"0/C
(2)-#4 AT TOP OF STEM WALLEg
(EXTEND REBAR AROUND
•
7 FOOTING SECTION CORNERS MIN.5'-01 8 FOOTING SECTION 4 •
S2.0 SCALE:1"=1'-0" S2.0 SCALE:1"=1'-0" a
7) °. =
W
U
pa, - ' CONTINUOUS DRAIN BY
EXTERIOR SHEAR WALL SHEATHING EXTERIOR SHEAR WALL SHEATHING co OTHERS
0.
AND NAILING PER SHEAR WALL PLAN AND NAILING PER SHEAR WALL PLAN
2X STUD WALL II 2X STUD WALLZ. HEEL
PER TOPSCHEDULE REINFORCING
P.T.SILL PLATE WITH SS"J-TYPE BOLT, T.SILL PLATE WITH(q J-TYPE BOLT, ■ �J
EMBED 7"MIN.INTO STEM WALL EMBED 7"MIN.INTO STEM WALL ` 4?
., ►, °'d HEEL TOP HORIZONTAL
N REINFORCING PER SCHEDULE
11111.51U ���HM O& EU • -
1 VVV ''o a REINFORCING TO • ^
(1)-#4 VERTICAL BAR@ (1)-#4 VERTICAL BAR@ m MATCH VERI'. :e G. 4 O
24"O.C.WITH 6'HOOK 8 24"O.C.WITH 6'HOOK • Z REINFORCING .,• • .d".P_
AT EACH END AT EACH END
illice. IL TOE BOTTOM HOR. t�l'
REINFORCING PER
SCHEDULE , FOOTING TO SIT ON V
(2(-#4 CONTINUOUS BAR AT (2)-#4 CONTINUOUS BAR AT COMPACTED "+/ GRAVEL
i- BOTTOM OF FOOTING AND(1)-#4 nA BOTTOM OF FOOTING AND TOP 2'-4°HEEL -
AT TOP OF STEM WALL(EXTEND OF STEM WALL(EXTEND REBAR C X
REBAR AROUND CORNERS MIN. • AROUND CORNERS MIN.5'-0")
• i7 a 5'-0') i ., 1'-8"TOE
U U w
• 1'-3" 1'-3' U•
NOTE: - NOTE: LU h�
1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 1.FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. FOOTING REINFORCEMENT LJ R
MI
2.REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT 2.REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT HEEL TOP HORIZ. HEEL TOP TOE BTM.HORIZ. o
#4 @ r-o^O.C. #a @ r-o°O.C. #a @ r-o^O.C.SHEAR WALL LOCATIONS. SHEAR WALL LOCATIONS. W o
CCF
5 FOOTING SECTION 6 FOOTING SECTION • FOOTING SECTION o w
S2.0 SCALE:1"=1'-0" S2.0 SCALE:1"=1'-0" SCALE:1"=1'-0" t,
irog
Z $E
7
w
Lai o�1
EXTERIOR SHEAR WALL EXTERIOR SHEAR WALL `a m_ 1
Z SHEATHING AND NAILING SHEATHING AND NAILING Z so N
PER SHEAR WALL PLAN PER SHEAR WALL PLAN m o
2X STUD WALL 2X STUD WALL gg„.
L.
E WITH
P.T.SILL
E WITH
(5 I DSLABWINGS(THICKNESS PER
RT.SILL J-TYPE BOLT,
EMBED 7" J-TYPE BOLT,EMBED 7"
Z_0_r R''
Om I ARCHITECTURAL MIN.INTO STEM WALL MIN.INTO STEM WALL EXTERIOR SHEAR WALL SHEATHING c�8,�
�d< DRAWINGS)WITH 6X6 !" !" AND NAILING PER SHEAR WALL PLAN STUD WALi. Z E t: g
-W 1.4 X W 1.4 WIRE MESH, �:• �L� P.T.SILL PLATE WITH Yt J-TYPE BOLT, ■ �1 w
8" MIN.6"LAP SPLICE IIn Ell A EMBED 7''MIN.INTO STEM WALL l
11
�� 4"STAB PER 4"STAB PER ! ENGINEERS STAMP
ARCH.PLANS ARCH.PLANS 4"SLAB PER Imo:,�1_
ARCH.PLANS
riff oma
p
Y 0NGINF
1.111
f >Yj a 5/849PE
o111 m
14
a,;:1 •II'• 4 iIk ` I,(1)-#4 VERTICAL BAR (1)-#4 VERTICAL BAR (1)-#4 VERTICAL BAR@
N:74.
O g e 24"O.C.WITH 6"HOOK //.`,
x q III
I 4 HOLD-DOWN PER SHEAR WALL @ 48'O.C.WITH 6" @ 48'O.C.WITH 6" 24 EACH END 1 _c REG
Z ° ° SCHEDULE HOOK AT EACH END HOOK AT EACH END _�
< J.
N i
a (2)-#4 CONTINUOUS BAR A A (3)-#4 CONTINUOUS BAR AIRMI A • OAT 5500:06-30-22
BOTTOM OF FOOTING AND f BOTTOM OF FOOTING AND 121-#4 CONTINUOUS BAR AT
° ' (1)44 BAR AT TOP OF STEM (3)-04 BAR AT TOP OF STEM Y I` INI BOTTOM OF FOOTING AND TOP ISSUE
' CONTINUOUS BAR AT TOP • w _
pl WALL(EXTEND REBAR WALL(EXTEND REBAR OF STEM WALL(EXTEND REBAR
TOP AND BOTTOM OF NN f
M U Fw11NG(EXTEND REBAR AROUND CORNERS MIN.V-0"I in 3 AROUND CORNERS MIN.5'-0') U tk AROUND CORNERS MIN.5'- CO0") DESIGNED BY
AROUND CORNERS MIN.5'-0") n V RJT
NOTE: NOTE: 1-3" DRAWN BY
NOTE: 1.FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 1.FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. NOTE. RJT
1.FOOTING TO HE PLACED ON UNDISTURBED NATIVE SOIL.
1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2.REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT 2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT CHECKED BY
2. DRIVEWAY SURFACE NOT SHOWN. SHEAR WALL LOCATIONS. SHEAR WALL LOCATIONS. 2.REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT RJT
SHEAR WALL LOCATIONS.
DATE
I FOOTING SECTION 2 FOOTING SECTION 3 FOOTING SECTION . 4 FOOTING SECTION D3/03/21
S2.0 SCALE:1"=1'-0" S2.0 SCALE:1"=1'-0" S2.0 SCALE:1"=1'-0" S2.0 SCALE:1"=1'-0" PROJECT 2
R211 29
SHEET NO
S2.0