HomeMy WebLinkAboutRetaining Wall - BLD Plot / Site Plans - 11/14/2022 WALL " Elf PLANS
'° SWALE TO AD 15.
SCALE: 111=20' 1% MIN. SLOPE
AD 15
RIM=193.55L 195.71 TC / II I WALL E
I /
IE W=191.55 I STA. 0+00
/ /
WALL
o+2�GIs
I TEW=198.50
BEW=196.69
DAYLIGHT WALL
FOUNDATION DRAIN
STA. 0+41.62 I TO SWALE
- - -- �- ! E I TEW(R)=200.00
m BEW=197.08
W --- ---I
-- CHANGES SHEET INDEX FOR WALL PLANS
o f / / ,� _ �i .' I SUBMIT CHANGES FOR APPROVAL
0 / / / / / ! STA. 0+6, I 1 SHEET DESCRIPTION
_,: 1 I TEW(R)=201.5o PRIOR TO PERFORMING �t,ORK „
/ I / ! / I / `=' - I � 7TC
/ ` �I BEW=197.08 W1.00 WALL E PLAN AND PROFILE (COVER SHEET)
W2.00 WALL "E" SECTIONS
I / / STA. 0+77.70
1 / / f- - ---- ---- - / - o W3.00 WALL GENERAL NOTES
o DATUM / % / - / / -> / TEW(R)=203.00
•,-, / / / / / / / / / / I T / '- / // / // / BEW=197.80 W4.00 TYPICAL WALL DETAILS
/ E / // 197.02 TC - STA. 0+89.33 I
1 / / ► / / / / / / / ) TEW(R)=204.50
NAVD 88 - -
�19D LF BLOCK WALL• _ _�, / IBEW=%98.03
(12' MAX. EXPOSED HEIGHT) .: / '` / STA. 0+98.96
Scale: 1 "=20' / / / / I / I / / '-/ / I " / / / BEW=198.18 l "�
� � TW=208 TEW(R)=206.00 - _-
/
� BW=197.61_ -
N
m 20 0 20 40 / / / /
\ - _ / r- / BUILDING / 197.17 TC 197.42 TC -- - STA. 1+06.50 I
TEW R =207.50
196.37 FG 197.13 TC
�-+ BEW(198.40
L --L_ /= / / '/ / l WALL FOUNDATION DRAIN
l / AD 21 / 197.03 TC / EL 198.61 / / / y CLEANOUT AT BENDS CHANGES
RIM=195.79 // IN DIRECTION-TYP. /
/ / IE N=193.79 198.03 FG / �� ! / `�/ / ANGLE POINT
°° NOTE // //// // / / I / / / / / / / STA. 1+17.13
[� STA. 1+74.11 TEW=209.00
,,, THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES // / / / ��° / / I // SWALE TO AD 21. TEW(R)=203.00 �- = / F° / / / /BEW=198.61 I
t~i ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY /' / / / / / / ` 1% MIN. SLOPE I BEW=198.90
v1 TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO /� / / / �� / / / / Fo / STA. 1+35.44 / WALL FOUNDATION DRAIN.
w COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR // // // / L, / TEW=209.00 / SEE TYPICAL WALLL SECTION
-' DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE / / / / ( I - I / Fo BEW=198.61 / ON SHEET W3.00,
3 TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. / /r - - - _ / / / ' / / I I I WALL E END / /.,. / TIGHT LINE PIPE
I I -----------------J STA. 1+89.35-/ / / / /
m CALL 48 HOURS /� /'/ // /I I I I I ' TEW=200.00 / i i/ / ANGLE POINT / // / / o
I THESE PLANS MUST BE
Ln / i I DAYLIGHT WALL / iSTA. 1+57.49 /�� ON THE JOB SITE
l I / BW=198.50 / / /
BEFORE Y U DI / / / / I FOUNDATION DRAIN / � FOR INSPECTION
3 / TEW=209.00 / / /
811
-TO SWALE BEW=200.58
oa / /
V,
0
J
co
v
LA
230 230 WALL "E" INFORMATION
a - - - - 3 T I APPROXIMATE QUANTITIES TO
J BE VERIFIED BY CONTRACTOR
J O LO to O
Q
00 � � o �? INCLUDE WALL ELEVATIONS AND
o u? 000 voo z'- C, Z�000 000NNo ro6 04 N ono ALIGNMENT
CD o II -]I- ao II II ap tZ r rn m O + ^^ II o o 0
cv o 00 } o rn 5 4 i of o N + ^o� ,¢ �, �•, �, 220 WALL BLOCK SQUARE FOOTAGE = 1,304 S.F.
220 a ao ^^ 1^^ u n � w �.+ N --
1 2 + .� 1 C6 II `-I�„i II :, �t O J . II II d 3 II 1 J ai
3 `- i' ' w w `- E- `1' LEVELING PAD MATERIAL = 6.40 CU. YD.
s ss sue-`
m' o o a 2 3 ""�I v~i �m c~n LL1 acn �m ao z�- wW o CO F- F-
- rN� r
In p O 'nv HL WW M inF- F-m
3 rn o CAD N N� ^ NNW o o "' `- ~°° II u o o`� LEGEND EDI ROCK BLOCK
� + II 11 � 6 of CF, 0i N O - W w �._" II
+-- 1 U
Ln 210 W ^il �I Q3 � � m � �� Ln
v� QUj � �' ^O I F- W WW O CD CD Z1O
i- w w w < o_ HALF BLOCK - 0 �- m z o Ln „
6 THICK, RAVEL LEVELING PAD
G EVE
r-cli Ln GO cn f- r-m HALF r- t- m ¢ 3 3 3 I HALF w + o rn
m o+rn HALF BLOCK-j �- �-m BLOCK J¢ WALL EMBEDMENT AS SHOWN ON WALL PRC
m + BACK O Ur-_ - BLOCK r I t- m
FG AT TC
- ' r- m WALL 1
N 200 = I I f I I I I - 200 INDICATES WALL SECTION.
N HALF = .. : }r- SEE SECTIONS ON SHEET W2.00
BLOCK
t
AND W3 00
o 0 CD 0 `-HALF- O NOTES:
'-FG AT BOTTOM o �n 'n o _ o
p LEVELING PAD I o HALF FACE OF WALL rn'rn rnlrn BLOCK M; TEW = TOP OF WALL (TOP OF BLOCK)
190 � rnl i � � � BLOCK � u II n II II
190 BEW = BOTTOM OF EXPOSED WALL
3.0' MIN. EMBEDMENT T �� BOW = BOTTOM OF WALL (BOTTOM OF BLOCK/
3 j ASS SHOWN ON WALL mm ® M mI TOP OF LEVELING PAD)
m; PROFILE m
1 I FG = FINISH GRADE
•-TIGHT LINE PIPE
� k EG = EXISTING GRADE
Ln 180 WALL I I l 1180
o STATIONS 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00
0 Q WALL "E" PROFILE (STA. 0+00 - 1+89.35)
o >
Lv
M w SCALE: HORIZ. 1"=10'
r•I
VERT. 1"=10'
Ln
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a N
REVISIONS BY DATE �t�,G'���oF_W�38�'�ao`SO ► SCALE: AS SHOWN
WALL E PLAN AND PROFILE (COVER SHEET) FOR:
NO. DATE I BY DESCRIPTION ` DESIGNED WRJ 1 7/22 (A) L Olson & Associates, Inc. = Harbor Custom Development, Inc. DATE: November 14,2022
Q g_, N. .
DRAWN AiJE 7/22 �' 81 NE RIDGE POINT BLVD. BELFAIR PROJECT NUMBER:
Engineering, Planning and Surveying ` , WA 98528 Scott Anderson
0 9 9, 9 Y 9 393591� .c,4
_ CHECKED WRJ 7/22 0 '�EGrSTEa 11505 Burnham Dr. Suite 301 21-11596
LU APPROVED (360) 876-2284 �SsroxAL E��l Portion of the Northwest Quarter of the Northeast Quarter of Section 6, Gig Harbor, WA 98332
W ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 Township 21 North, Range 2 East, W.M. in Kitsap County, Washington SHEET W1.00
/ 2 3�-
NON-PERMEABLE 2 NON-PERMEABLE
SOIL (TILL FILL) WOVEN GEOTEXTILE FABRIC 2
NON-PERMEABLE MIRAFI N140N 1 MAX. I I= SOIL (TILL FILL) WOVEN GEOTEXTILE FABRIC
SOIL (TILL FILL) WOVEN GEOTEXTILE FABRIC 2 TOP BLOCK —_
TOP BLOCK MIRAFI N140N 1 MAX. _ I=I I 2 o I II I II I II II TOP BLOCK MIRAFI N140N 1 MAX.
TEW
TEW o II 1 I- 5 r 1 MAX. I 11=1 11=1 1 2 _
-_ - MAX. —
2 I I IeI I I—I I 28 10rmm o 0 0 ; I II�-1- 6 10
4 0 1 MAX. I I 1-I I - �' ) �. �. I I I-11 ICI I 28"(710 mm)
28"(710 mm) t ` _ — TEW III— 11= O
l��� �I
III=I I I= 4 28"(710 mm) I-
3'-4' " -I o 0 o III= III I I 5 28"(710 mm) I
EXPOSED 3 28 (710 mm) o I=� =�-I I 5'-3" middle block I o o I=
HEIGHT I-1 I I=II EXPOSED middle block I I I�I
middle block —III=III- HEIGHT o 0 0
_=I I;I 6'-0'
O O O O O
TOTAL WALL EXPOSED _
HEIGHT O O I I=I I i 3 Or(710 mm) o o o II I—_I I HEIGHT "
6' MAX. -III=III TOTAL WALL —J 1=1
2 28"(710 mm) — = I HEIGHT middle block I 4 28 (710 mm) I_
BEW
o I=I II II II o =I I ( =I I I middle bloc
middle Nor — 7.5' MAX.
I I-
WOVEN GEOTEXTILE " =-II=1 I I—� I TOTAL
OHEIGHT WALL
I- FABRIC MIRAFI N140N 2 28 (710 mm) III—I 9' MAX. " o o O o I -
=I I Ed I I- BEW o 1=I I I 3 28 (710 mm)
2'-3 MIN. 1 28"(710 mm) — I—I middle block I I1
EMBEDMENT _ I fl o I-III-I I - WOVEN GEOTEXTILE middle block
(SEE PROFILE) Solid bottom block -III=1 I I I I I=III=III- FABRIC MIRAFI N140N CHANGES
BOW III—I'—III 2'-3" MIN. 1 "( ) - =1 I 1=III= ,'�:.i CHANGES FORAPPRO`JAL BEW
F -
4 INCH PVC SCH 40 EMBEDMENT 28 710 mm —I R-, D
_ _ 1 I I=III= �. Jr, PERFORMING ��ORh I I—
_ PERFORATED PIPE (SEE PROFILE) 2 28"(710 mm) WOVEN GEOTEXTILE
Solid bottom block _ I I ^I FABRIC MIRAFI N140N
a V_0" —' j �/ I I —� ITu I i' WITH PERFORATIONS DOWN BOW I I -I k -�I I middle block
- ICI /_ /_ � , . -_- �I _ _ _ _ _I
1� I I h (I-I— 4 INCH PVC SCH 40
_ _ _ _— I I=II1=I I--' -I 11=I I 1=III = I I=� I=� I- 3' MIN. EMBEDMENT o - -
I�I I I —� I-1 =1 I —I I !—I 1 / /-% PERFORATED PIPE (SEE PROFILE)
-1 I I - I I 1—III=III—I I I=u= I = --- 1 -0" I—I I =I_I=I I ' . j' I I 1=III=1 I I=' WITH PERFORATIONS DOWN 1 41"(1030 mm) i T
rf�
_,;,-,;,-, , , ,;,_,;, ,�,_�;, I I,-,III NOTE: SEE TYPICAL
SECTION ON SHEET -1 11=1 l 1=III-1 I I- I I- I -1 I-1 I I-1 11=1 11-'
=1 I h I I I—III—III—�I I-I II I I-111-1 11- BOW Solid bottom block I—
W3.00 FOR BACKFILL,
SECTION 1 - WALL 6.0 MAX. V-0" _ r 4 INCH PVC SCH 40
LEVELING PAD, ETC. _ I I PERFORATED PERFORATIONS DOWN
SCALE 1"=20" ' � , f-i _ t III I I IWITH
SECTION 2 - WALL 6.0 MAX. _
I- � III_
N SCALE I"=20" liii
N
rq
m
SECTION 3 - WALL 9.0' MAX.
SCALE i"=20"
NON-PERMEABLE 2
SOIL (TILL FILL) WOVEN GEOTEXTILE FABRIC —
o TOP BLOCK MIRAFI N140N 1 MAX.
H
N TEW _ 2 II1= 1=
J
$ ` 1 MAX. ClNON-PERMEABLE
28"(710 mm) I SOIL (TILL FILL) 2 i
o 0 0 = - WOVEN GEOTEXTILE FABRIC
—; MIRAFI N140N 1 MAX.
CDo 0 0 0 TOP BLOCK -
N (710 mm) —I I TEW 21
3
� middle block � — - SE PLANS MUST BE 7 ,2s".(71o`mm)„ 0 1 MAX.
1
SHE QNT, SITE
— HE JOB II =
—III- FOR INSPECTION Oo 0 0
Q
6 28"(710 mm)
J O
m o 0 0 0 0 0 6 28"(710 mm)Kzi
�u
middle block Q - =
N _I _ middle block I 1=1 I I-
a EXPOSED
a HEIGHT 5 28"(710 5 28"p10 mm)
J WOVEN GEOTEXTILE
middle block o c WOVEN GEOTEXTILE T-S
FABRIC MIRAFI N140N EXPOSED middle block FABRIC MIRAFI N140N
m TOTAL WALL � —I I _ HEIGHT
HEIGHT o -
3
12 MAX
.
0
m TOTAL WALL -�-
)
4 28" 10 mm
3 middle block 9 I = HEIGHT middle block 9<�
10.5' MAX. O o o s
Ln
3 41"(1030 mm) 3 28"(710 mm) I I lui
m middle block middle block V II II
m BEWI-
_ BEW
I
CD2 41"(1030 mm) 2 41" 1030 mm
middle block — ( )
— 11= middle block
3' MIN. EMBEDMENT _ ^�^4-^� ^, )4 I 1=
(SEE PROFILE I —
_ 3' MIN. EMBEDMENT
)
1 60"(1520 mm) II I 4 INCH PVC SCH 40 (SEE PROFILE) 1 60"(1520 mm) -
M _ PERFORATED PIPE - 4 INCH PVC SCH 40
i WITH PERFORATIONS DOWN — PERFORATED PIPE
J BOW Solid bottom block = -"I!— WITH PERFORATIONS DOWN
1= —B71
OW Solid bottom block I )
tA _ — _ '_ / /i
o I ' I—III I I I I IIII I I I I—III I (I I I I I I I
o,
SECTION 5 - WALL 12.0' MAX. SECTION 4 - WALL 10.0'
Ln
S MAX.
+, SCALE 1"=20" SCALE 1"=20"
v
a�
0
r-
R. J�'S'
REVISIONS BY DATE � ��of xesao�O „ 11 SCALE: AS SHOWN
N0. DATE BY DESCRIPTION DESIGNED WRJ / ~ 25 WALL E SECTIONS FOR:
Harbor Custom Development, Inc. DATE: November 14, 2022
a 5 22 `, N.L.01son & Associates, Inc. PROJECT NUMBER:
1 3/7/22 JFK REVISE WALL DRAWN s/22 En 81 NE RIDGE POINT BLVD. BELFAIR, WA 98528 Scott Anderson
o gineering, Planning and Surveying
= CHECKED WRJ 5/22 o �E39359� w
�IST� � 11505 Burnham Dr. Suite 301
> APPROVED (360) 876-2284 �SsjONAL���� Portion of the Northwest Quarter of the Northeast Quarter of Section 6, Gig Harbor, WA 98332 21-115 96
N ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 Township 21 North, Range 2 East, W.M. in Kitsap County, Washington [SHEET W2.00
REDI-ROCK BLOCKTm
STRUCTURAL FILL DESIGN PARAMETERS THE REDI-ROCK WALL SYSTEM CONSISTS OF DRY STACKED PREFABRICATED SEGMENTAL BLOCKS. THE
ARRANGEMENT OF THE INTERLOCKING CONCRETE BLOCKS PROVIDES A COHERENT GRAVITY MASS TO
STRUCTURAL FILL IS DEFINED AS COMPACTED FILL THAT CONSIST OF FREE DRAINING GRAVELLY SAND HAVING DESIGN OF THE SEGMENTAL BLOCK RETAINING WALL IS BASED ON THE FOLLOWING PARAMETERS: RESIST OVERTURNING AND SLIDE OUT FORCES IMPOSED BY THE RETAINED SOIL. STRUCTURAL INTEGRITY
A MAXIMUM SIZE OF 1-1/4 INCHES AND WITH NOT MORE THAN 5.0% FINES, MATERIAL PASSING A U.S. NO. OF THE WALL'S FACING IS MAINTAINED WITH SHEAR LUGS MODELED IN THE BLOCK, WHICH ALSO ENSURE
200 SIEVE. ALL IMPORTED FILL MATERIAL SHOULD CONFORM TO THE ABOVE RECOMMENDATION REGARDLESS SOIL FRICTION COHESION MOIST UNIT WEIGHT PROPER WALL BATTER, AND WALL ALIGNMENT.
OF THE WEATHER. DURING DRY WEATHER CONDITIONS THE REINFORCED BACKFILL SECTION CAN UTILIZE THE
REINFORCED BACKFILL CRITERIA IDENTIFIED BELOW. RETAINED SOIL GLACIAL TILL 39 DEC 0 135 PCF WALL CONSTRUCTION GUIDELINES
FILL MATERIALS SHOULD BE PLACED IN LAYERS APPROXIMATELY 8 INCHES IN THICKNESS AND MOISTURE CONSTRUCTION OF THE WALL WILL START WITH A KEYWAY, WHICH CONSISTS OF A TEMPORARY SLOPE
CONDITIONED TO ACHIEVE COMPACTION. COMPACTION REQUIREMENTS WILL BE 95% OF THE MAXIMUM DRY FOUNDATION SOIL GLACIAL TILL 39 DEG 0 135 PCF AND THE WALL'S SUBGRADE AREA. THE TEMPORARY SLOPE ALONG THE BACK PORTION OF THE KEYWAY
DENSITY AS DETERMINED BY ASTM D-1557 FOR THE ENTIRE WALL BACKFILL AREA WHICH INCLUDES THE SHOULD BE SLOPED TO PROVIDE A STABLE TEMPORARY SLOPE CONFIGURATION. THE WALL WILL BE
FOUNDATION SUBGRADE SOIL, CRUSHED ROCK BASE, AND ZONE OF RETAINED SOIL. CONSTRUCTED BY DRY STACKING THE BLOCKS AND BACKFILLING WITH QUARRY SPALLS AS SHOWN ON
STRUCTURAL FILL IS NOT TO BE PLACED WHEN OVER OPTIMUM, WET, OR IF FREEZING WEATHER PREVENTS FACTORS OF SAFETY (F.S.) CONSTRUCTION DRAWINGS AND WALL DESIGN INFORMATION.
ACHIEVEMENT OF SPECIFIED COMPACTION REQUIREMENTS. FILL MATERIAL INTENDED FOR STRUCTURAL FILL REDI-ROCK WALL FOUNDATION PREPARATION
USE WILL REQUIRE PRIOR APPROVAL BY A REPRESENTATIVE OF OUR FIRM A WEEK PRIOR TO PLACEMENT. LOADING WHEN THE DESIRED CONSTRUCTION SUBGRADE ELEVATION OF THE MODULAR BLOCK WALL HAS BEEN
PRIOR TO WALL CONSTRUCTION, NLO RECOMMENDS THAT SOILS UTILIZED FOR STRUCTURAL FILL SHOULD BE ACHIEVED THE WALL'S SUBGRADE SHOULD BE EVALUATED. IF LOOSE OR PLIANT SOILS ARE
TRAFFIC LOAD ENCOUNTERED, THE SUBGRADE MAY REQUIRE OVEREXCAVATION AND BACKFILL WITH STRUCTURAL FILL.
COLLECTED AND TESTED BY A TESTING LABORATORY TO PROVIDE A PROCTOR VALUE PRIOR TO STRUCTURAL BACKFILL MATERIAL SHOULD CONSIST OF FREE DRAINING STRUCTURAL FILL MATERIAL. PRIOR TO
FILL PLACMENT. SEISMIC ACCELERATION COEFFICIENT 0.226 BACKFILLING AND PLACEMENT OF THE LEVELING COURSE MATERIAL - CRUSHED ROCK BASE, WE
THE CONTRACTOR IS FULLY RESPONSIBLE FOR ACHIEVING THE SPECIFIED COMPACTION. NLO OR THE
SOIL BEARING PRESSURE 3,000 PSF RECOMMEND VERIFICATION OF THE NEWLY PREPARED FOUNDATION SUBGRADE.
SOIL-TESTING LABORATORY MAY DIRECT THE CONTRACTOR TO REMOVE, CORRECT OR AMEND ANY SOIL THAT FOR DESIGN ASSUMPTIONS A FREE DRAINING CONDITION WAS ASSUMED IN THE BACKFILL ZONE OF THE WALL. SUBSURFACE DRAINAGE
DOES NOT COMPLY WITH RECOMMENDATIONS PRESENTED IN THE CONSTRUCTION NOTES. WE HAVE PROVIDED RECOMMENDATIONS FOR A LONGITUDINAL SUBDRAIN BEHIND THE WALL. THE
SUBDRIAN PLACED IMMEDIATELY BEHIND THE WALL FACING AS SHOWN ON THE. THIS DRAIN SYSTEM
SHOULD AND CONSIST OFPIPE OR E
NLO SHOULD BE RETAINED TO PROVIDE GEOTECHNICAL SERVICES DURING CONSTRUCTION AND PLACEMENT OF SURFACE RUNOFF APPROVEDEBY NLOHES WITHIAMETER PERFORATIONS DOWN, BEDDEDEDULE IIN AN4ENVELOPEPVCRFORATED OFF FREE-DRAINING SANDALENT AND
U. THE PROPOSED WALL SYSTEM. THIS IS TO OBSERVE COMPLIANCE WITH THE DESIGN CONCEPTS, GRAVEL - DRAINAGE FILL. CLEAN-OUTS SHOULD BE PROVIDED AT BENDS AND CONVENIENT INTERVALS,
a SPECIFICATIONS OR RECOMMENDATIONS AND TO ALLOW FIELD ADJUSTMENTS IN THE EVENT SUBSURFACE IN A DISTURBED CONDITION, THE SITE SOILS MAY BE ERODED BY CHANNELIZED WATER OR SHEET FLOW SO THAT THE DRAINAGE SYSTEM CAN BE MAINTAINED IN AWELL-FUNCTIONING CONDITION. FLEXIBLE
o CONDITIONS DIFFER FROM THOSE ANTICIPATED. WE DO NOT ACCEPT RESPONSIBILITY FOR THE PERFORMANCE FROM STORM RUNOFF. ALL DISTURBED SOIL AREAS AND SLOPES SHOULD BE REPLANTED WITH PLASTIC PIPING (SUCH AS CORRUGATED ADS-TYPE PIPING) SHOULD NOT BE USED BEHIND THE WALL.
�- OF THE FOUNDATION OR EARTHWORK UNLESS WE ARE RETAINED TO PROVIDE CONSTRUCTION MONITORING FAST-GROWING, DEEP-ROOTED GRASS, SHRUBS AND OTHER GROUND COVER AS SOON AFTER FINAL
3 SERVICES. GRADING AS POSSIBLE. IF THE VEGETATION IS NOT FULLY ESTABLISHED PRIOR TO THE ON SET OF WET WALL EMBEDMENT DEPTH
WEATHER, THE SLOPES SHALL BE COVERED WITH A CLEAR PLASTIC VISQUEEN TO AID IN PREVENTING * VARIABLE AS SHOWN ON WALL PROFILE.
CONSTRUCTION MONITORING SERVICES CONSIST OF COMPACTION-IPD TESTING, BACKFILL PROCEDURES, GEO EXCESSIVE EROSION AND WATER INFILTRATION.
o SYNTHETIC FABRIC INSTALLATION AND SUBSURFACE DRAINAGE, LEVELING PAD, AND SEGMENTAL BLOCK LEVELING PAD
•n PLACEMENT. IN A DISTURBED CONDITION THE SOILS LOCATED ABOVE AND BELOW THE PROPOSED WALL ALIGNMENT TO HELP MAINTAIN PROPER WALL BATTER AND ALIGNMENT A LEVELING COURSE OF 5/8" TO 3/4" MINUS
IN THE EVENT THAT CHANGES IN THE NATURE, DESIGN, OR LOCATION OF THE PROPOSED CONSTRUCTION IS MAY BE ERODED BY CANALIZED WATER OR SHEET FLOW FROM STORM RUNOFF. THEREFORE, IT IS CRUSHED ROCK IS TYPICALLY PREPARED ALONG THE WALLS SUBGRADE. THE LEVELING COURSE SHOULD
MADE, OR ANY PHYSICAL CHANGES TO THE SITE OCCUR, RECOMMENDATIONS ARE NOT TO BE CONSIDERED RECOMMENDED THAT ALL SITE PREPARATION AND EXCAVATION WORK BE COMPLETED DURING THE HAVE A THICKNESS OF .5 FEET AND EXTEND HORIZONTALLY 0.5 FEET TO THE FRONT AND REAR
r, VALID UNLESS THE CHANGES ARE REVIEWED BY NLO AND CONCLUSIONS OF THIS REPORT ARE MODIFIED OR NORMALLY DRIER PORTION OF THE YEAR. DURING PERIODS OF HEAVY RAINFALL, DITCHING SHOULD BE
r' VERIFIED IN WRITING. USED TO DIVERT WATER AWAY FROM STRIPPED AREAS AND VISQUEEN SHOULD BE USED TO COVER THE PORTIONS OF THE BOTTOM BASE REDI-ROCK BLOCK.
In SLOPES AND SOIL STOCKPILES TO PREVENT EROSION. THIS COVERING ALSO AIDS IN PREVENTING
`" NOTE: DO NOT INSTALL THE LEVELING PAD WHEN THE SUBGRADE IS EITHER WET OR FROZEN.
CD DRAINAGE INFILTRATION OF WATER INTO THE UNPROTECTED SOILS. ALL DISTURBED SOIL AREAS AND SLOPES
SHOULD BE REPLANTED WITH FAST-GROWING, DEEP-ROOTED GRASS, SHRUBS AND OTHER GROUND DRAIN ROCK
N COVER AS SOON AFTER FINAL GRADING AS POSSIBLE. IF THE VEGETATION IS NOT FULLY ESTABLISHED "WASHED DRAIN ROCK MUST BE USED BETWEEN THE REINFORCED FILL ZONE AND THE WALL FACING. THE
m THE ENGINEERING DESIGN ANALYSIS DETAILING AND MITIGATION OF BOTH SURFACE DRAINAGE AND SEEPAGE
OF GROUNDWATER BEFORE DURING AND AFTER CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE OWNER PRIOR TO THE ON SET OF WET WEATHER, THE SLOPES SHOULD BE COVERED WITH VISQUEEN TO AID IN DRAIN ROCK SHALL BE WELL GRADED AND ANGULAR AND HAVE A PARTICAL SIZE RANGING FROM -y4 TO
lzt AND OWNER REPRESENTATIVE. PREVENTING EXCESSIVE EROSION AND WATER INFILTRATION. 1.5 INCHES. THE THICKNESS OF THE DRAIN ROCK SHOULD BE ONE FOOT THICK.
rq
r' PERMANENT SURFACE WATER DIVERSION SHALL BE REQUIRED AND PROVIDED BY THE OWNER AND OWNER DO NOT ALLOW SURFACE RUNOFF TO FLOW UNCONTROLLED OVER THE TOP PORTION OF THE WALL. IF
vi REPRESENTATIVE. THIS RESPONSIBILITY IS APPLICABLE DURING AND AFTER CONSTRUCTION. THIS SHOULD HAPPEN, THERE IS THE POSSIBILITY OF EITHER SLOPE OR WALL INSTABILITY.
W
z THE REDI-ROCK WALL HAS BEEN DESIGNED ON THE ASSUMPTION THAT THE BACKFILL MATERIAL SHALL
BE FREE OF A FREE DRAINING MATERIAL COMPRISED OF QUARRY SPALLS. PERMANENT SUBSURFACE WATER TEMPORARY SLOPES
SEEPAGE COLLECTION AND DIVERSION SHALL BE THE RESPONSIBILITY OF THE OWNER AND OWNER'S
z REPRESENTATIVE. THE CONTRACTOR SHOULD BE AWARE THAT SLOPE HEIGHT, SLOPE INCLINATION, AND EXCAVATION NON-PERMEABLE
LU
W DEPTHS (INCLUDING UTILITY TRENCH EXCAVATIONS) SHOULD IN NO CASE EXCEED THOSE SPECIFIED IN SOIL (TILL FILL) TOP BLOCK
m LOCAL, STATE, OR FEDERAL SAFETY REGULATIONS; E.G., OSHA HEALTH AND SAFETY STANDARDS FOR 4.25' MIN. DRAINAGE SWALE
TECHNICAL REQUIREMENTS MOVE BLOCKS FORWARD DURING INSTALLATION
EXCAVATIONS, 29 CFR PART 1926, OR SUCCESSOR REGULATIONS. SUCH REGULATIONS ARE STRICTLY TO ENGAGE SHEAR KNOBS (TYPICAL) GRADE TO DRAIN SURFACE
3 2 ENFORCED AND, IF NOT FOLLOWED, THE OWNER, THE CONTRACTOR, OR THE EARTHWORK OR UTILITY WATER AWAY FROM WALL.
to
GENERAL SITE CLEARING SHOULD INCLUDE REMOVAL OF VEGETATION, TREES AND ASSOCIATED SUBCONTRACTORS COULD BE LIABLE FOR SUBSTANTIAL PENALTIES. THE CONTRACTOR SHOULD BE MADE SETBACK = 1-5/8" (41 MM) 1 AX. _
3 RESPONSIBLE FOR THE STABILITY OF ALL EXCAVATIONS AND SLOPES DURING CONSTRUCTION BECAUSE (5' WALL BATTER ANGLE) -
ROOT SYSTEMS, WOOD, PAVEMENT, RETAINING WALLS, RUBBLE, AND RUBBISH. SITE STRIPPING THEY ARE CONTINUALLY ON SITE AND CAN OBSERVE THE STABILITY OF THE EXPOSED SOILS. IN TEW
J SHOULD EXTEND TO A MINIMUM DEPTH OF 4 TO 12 INCHES, OR UNTIL ALL ORGANICS IN ADDITION, THE CONTRACTOR SHOULD BE PREPARED TO SHORE ANY UNSTABLE SLOPE AREA AND _ _ _ 2 = 1
EXCESS OF 3 PERCENT BY VOLUME ARE REMOVED. DEEPER STRIPPING MAY BE REQUIRED IN STATE, OR FEDERAL LAWS OR CODES. THE PROVISION OF
o LOCALIZED AREAS. THESE MATERIALS WILL NOT BE SUITABLE FOR USE AS FILL FOR PARKING PROVIDE SHORING AS REQUIRED BY LOCAL, "4
SHORING DESIGN RECOMMENDATIONS IS BEYOND THE AUTHORIZED SCOPE OF THIS REPORT. 8"(710"mm) ' 0 1 MAX. o 0 I I LIGHT RIP-RAP PER
m OR BUILDING AREAS. — WSDOT STANDARDS.
z ALL STRUCTURAL FILL MATERIAL SHOULD BE SUBMITTED FOR APPROVAL TO THE AS A PRELIMINARY GUIDELINE FOR TEMPORARY CUTS, WE RECOMMEND TEMPORARY SLOPES BE MADE NO o o 0 1 = 12" MIN. DEPTH
a STEEPER THAN 1H:1V. TEMPORARY SLOPES OR EXCAVATIONS SHOULD BE BENCHED AS REQUIRED BY
a II 11=
GEOIT=CHNICAL ENGINEER AT LEAST ONE WEEK PRIOR TO DELIVERY TO THE SITE. SAFETY REGULATIONS IN EFFECT AT THE TIME OF CONSTRUCTION. THESE TEMPORARY SLOPE 28"(710 mm) O — =—NON-PERMEABLE SOIL (TILL FILL)
RECOMMENDATIONS ARE FOR NATIVE SOILS AND FILL MATERIALS; FLATTER SLOPES MAY BE REQUIRED IN THESE PLANS MUST BE o =1 8" MIN. DEPTH
FILL SOILS SHOULD BE PLACED IN LOOSE LIFTS NO MORE THAN 8 INCHES THICK, WET WEATHER OR IF SOIL CONDITIONS OTHER THAN THOSE PREVIOUSLY DESCRIBED ARE ENCOUNTERED. ON THE JOB SITE o 0 0 0 0 0
3 MOISTURE-CONDITIONED AS NECCESSARY, (MOISTURE CONTENT OF SOIL SHOULD BE WITHIN f2 THE CONTRACTOR SHOULD BE AWARE THAT THE SLOPE HEIGHT, SLOPE INCLINATION, AND EXCAVATION FOR INSPECTION — -
m PERCENT OF OPTIMUM MOISTURE) AND COMPACTED TO 95 PERCENT OF THE MAXIMUM DENSITY DEPTHS (INCLUDING UTILITY TRENCH EXCAVATIONS) SHOULD IN NO CASE EXCEED THOSE SPECIFIED IN EXPOSED HEIGHT INFILL STONE (NO. 57 OR EQUIVALENT)
BASED ON ASTM TEST METHOD D1557. ADDITIONAL LIFTS SHOULD NOT BE PLACED IF THE LOCAL, STATE, OR FEDERAL SAFETY REGULATIONS; E.G., OSHA HEALTH AND SAFETY STANDARDS FOR - FILL BETWEEN ADJACENT BLOCKS (ALL BLOCKS)
3 PREVIOUS LIFT DID NOT MEET THE REQUIRED DRY DENSITY OR IF SOIL CONDITIONS ARE NOT EXCAVATIONS, 29 CFR PART 1926, OR SUCCESSOR REGULATIONS. SUCH REGULATIONS ARE STRICTLY 41"(1030 mm) ' _ _ FILL VERTICAL CORE SLOT (PC BLOCKS)STONE TO
m STABLE. ENFORCED AND, IF NOT FOLLOWED, THE OWNER, THE CONTRACTOR, OR THE EARTHWORK OR UTILITY o 0 0 0 9 _- __j _ EXTEND AT LEAST 12" (305 MM) BEHIND BLOCKS.
SUBCONTRACTORS COULD BE LIABLE FOR SUBSTANTIAL PENALTIES. THE CONTRACTOR SHOULD BE MADE QUARRY SPALL BACKFILL PER
3 TESTING METHODS AND FREQUENCY, AND VERIFICATION OF MATERIAL SHALL BE THE RESPONSIBLE FOR THE STABILITY OF ALL EXCAVATIONS AND SLOPES DURING CONSTRUCTION BECAUSE
RESPONSIBILITY OF THE OWNER OR OWNERS REPRESENTATIVE. THEY ARE CONTINUALLY ON SITE AND CAN OBSERVE THE STABILITY OF THE EXPOSED SOILS. IN TOTAL HEIGHT o 0 0 0 _ = WSDOT STANDARDS RIP RAP
►n ADDITION, THE CONTRACTOR SHOULD BE PREPARED TO SHORE ANY UNSTABLE SLOPE AREA AND 41"0030 mm) <:c - WOVEN GEOTEXTILE
V-1 A COMPLETE SET OF THE APPROVED CONSTRUCTION DRAWINGS AND CONTRACT PROVIDE SHORING AS REQUIRED BY LOCAL, STATE, OR FEDERAL LAWS OR CODES. THE PROVISION OF
SPECIFICATIONS SHALL BE ON-SITE AT ALL TIMES DURING CONSTRUCTION OF THE RETAINING SHORING DESIGN RECOMMENDATIONS IS BEYOND THE AUTHORIZED SCOPE OF THIS REPORT. o 0 0 0 0 o U = FABRIC MIRAFI N140N
m WALL. _ OR EQUIVALENT
ri
m TEMPORARY SLOPE RECOMMENDATIONS ARE PROVIDED SOLELY AS A SERVICE TO OUR CLIENT. NLO, BEW
UNDER NO CIRCUMSTANCES, ASSUMES LIABILITY FOR THE SITE WITH REGARD TO SAFETY OR OTHER _ " o 0 0 0 0 =—MIDDLE BLOCK TYPICAL
N CONSTRUCTION ACTIVITIES DIRECTED BY THE CONTRACTOR. 41 (1030 mm) (TYPICAL)
`. RE'v'iEWED FOR - —
EMBEDMENT ' — "
CCU � COMPLIANCE - 1 to 2 DRAIN ROCK
SEE PROFILE &
( o o .
•Ln `\,'!ASOI\! COUNTY SECTIONS) "
0 6 U _D 1 i,J U DEPART M E N T 80 (1520 mm) SOLID BOTTOM BLOCK
4 INCH PVC SCH 40
`° PERFORATED PIPE
4-J ,.,H AN G ES WITH PERFORATIONS DOWN
v SUBMIT CHANGES FOR APPROVAL
v, — OR EQUIVALENT APPROVED
PR. OR '<<�' PERFORMING WORK 1'+0"= I 1 —I ENG N OJRECT'S GEOTECH
NOTE
fl- THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES
0 ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY — GLACIAL TILL =III Ii
o TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO I —
COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR
DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE I I—IIIIII= III = =I = �- LEVELING PAD: TO
Ln ri TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CRUSHED ROCK W/ FINES
CALL 48 HOURS
TYPICAL WALL SECTION DETAIL
BEFORE�SOU DIG sca1E 1"=20
0
L
a
a REVISIONS BY DAT of xAsc�
4J A g� - WALL GENERAL NOTES FOR: SCALE: AS SHOWN
NO. DATE BY DESCRIPTION DESIGNED WE 5122 `�, N.L.O1SOn & Associates Inc. =�- Harbor Custom Development, Inc. DATE: November 14, 2022
,� DRAWN JB s/z2 ' I } = 81 NE RIDGE POINT BLVD. BELFAIR WA 98528 Scott Anderson PROJECT NUMBER:
o Engineering, Planning and Surveying 3 w,
= CHECKED WRJ 5/22 �o�, �'E r9sTER �'�
� 11505 Burnham Dr. Suite 301 21-11596
APPROVED (360) 876-2284 �SSjONAL E��1 Portion of the Northwest Quarter of the Northeast Quarter of Section 6,
W � Q Q Gig Harbor, WA 98332
W ACCEPTED 2453 Bethel Avenue, P.o. Box 637, Port Orchard, wA s83ss Township21 North Range 2 East W.M. in Kitsa County, Washington g p � � SHEET W3.00
Typical Gravity Wall Section 900 Outside ComerFence or Pedestrian Guard Connection Options STEP FOOTING DETAILS
Top block
Grade to drain surface water
Setback=1 Va"(41 mm) / away from wall I _
(5°hatter angle on wall)
SLOW r `k. f7BAlBt(N:K
( - rl
FOOTING DEPTH,d
— Isometric View of Corner
eec _
- I Non-woven gectextile fabric = I I
I
ICI �F (If specified by Engineer based an
site soil conditions) C I I I I I I I 111
FOOTING DEPTH,d�RE T- I I
�IImo.I AINEI-uD SOIL GBUS9 WSWWHED
J I
II-I Move blocks forward during installation I —I I I — I I I I I I I I I I I I ROO1fJ17C
Exposed wall I to engage shear knobs(Typical ` Grout fence or railingGrout fence or railing
- I '
(Height varies with I- JII IC I: ) �' g -
I I post in place post in place n I i l 1 I I i t—u I t�l u I r�I I I I I I 1 ON 1 OR FLATTER
n(MINIMUM)6 OR
design) �� Drainstone(Clean crushed drain rods per - -- � d/2
i 4 Field care into Field core into block
�I WSDOT Specifications)to extend at least - BOTTOM HALF BLOCK
- - 12" 305 mm behind blocks The top row of blocks in this dia ram are shown in Top block In second course
T i-�r- c ) g PROFILE VIEW-CRUSHED STONE FOOTING
ICJ I - red.They have been cutout in line with their bottom
I C grooves to show how they fit with the knobs on the These generic pedestrian guard and fence (No Scaie)
Fill wedge between adjacent blocks
rn _ bottom row of blocks. - details show a few potential options for their
v I Li I r i1 with drainstone(all blocks) installation on the top of a Red-Rock retaining
sa
III-II-I;�I Fill vertical core slot drainstone 5 j wall. It is the design engineer's responsibility
LL i I -I PC blocks
fir _ ( ) to fully design and detail the connection of the
guard posts to the retaining wall blocks and 1 1
J t
10"(254 mm)knob is fully engaged
Middle block(Typical) assure acceptable resistance to the applied C,
N
forces. Redi-Rock blocks are plain concrete, �/ / -
0 r _-__ + �-., I i�rT1-111=11 I z � t
Block widths vary with design f
_��I p Bury depthtt h
� -_1- 11 -J Solid boom block Non-woven geexle fabric In all _ Grouted Connection, Grouted Connection without steel reinforcement.
1-i r
� v _ v
3 FII�II I-1 1 joints between blocks(Typical) ) .-
0 Block widths vary with design Fence or railing post I � MtIC1DCf BLOCK / BOTTOM BLOCK ��-
r -I1- ry g (1 Block) (2 Blocks)
Drain(As specified by Engineer) 4:: •� Core and grout or connect
�I - 9 P
90 Degree Comer block Flan a base Tate attached with flanged base plate
�- �11 17-!! 'I l Clli� -'IC E I I l!-1T _I li, I _IIhI' T
0 IHII ��II�I'� to top block with adhesive
I -Ih I set anchor bolts Reinforced concrete sidewalk w
BOTTOM -
1 FOOTING DEPTH,d
BOTTOM BLOCK � t OCK
_-
BLOCK t
Leveling pad(As specified by Engineer) 1 - OOTING DEPTH,
I I II rI 1CD �� F �I�Iill�
CONCRETE FOOTING
N I I I I I II I I I I�I I I I I III I�—I -I r 2"GAP(CONSTRUCTION
N Flange Bolted Connection Moment Slab Connection 1 i�1 I P= 1 ram- — 1 1�11 1 r--I 1�I 11 I I I-
CD Top View of Bottom Two Rows 1� �1 TOLERANCE)
N
d/2 OR 6"(MINIMUM)
This drawing is for reference only.Determination f it r ra g ce on y o the suitability andlo manner of use of any dotails contained in this document rs the sole responsibility of This drawing is for reference only.Determination of the suitability and/or manner of use of any details contained in this document is the sole responsibility of
d the desl n engineer of record.Final project designs,including all construction details,shall be re Thisdrawin Isfor reference only.Determination of the suitability andfor mannerof use of an detallscontained In this document Is the sole responsibility BOTTOM HALF BLOCK
9 9 P J 9 9 Prepared by a licensed professional engineer Icing the actual 9- Y• ty y pDnsiblllty of the design en ineeroF record.Final ectdesi ns,Including all construalon details,shall be
conditions of the proposed site. the design engineerof record.Final projectdesi designs,including all construction details,shall beprepared b a licensed rofessionalen engineer the actual 9 9 col 9 g prepared by licensed professionalengineerusing the actual PROFILE VIEW-CONCRETE FOOTING
r 9 9 Y P 9 9 conditions of the proposed s te. (NO Scale)
e-I
conditions of the proposed site.
V1 DRAWN BY. JRJ TITLE-- ORANJ11�: T' DRAWN BY:
JRJ 90° Outside Corner Detail - _ JRJ Fence or Pedestrian GuardR OCKDRAWN BY. JRJ Tr,,LE:
APPROVED BY: JRJ = APPROVED BY' -
a Typical Gravity Wall Detail = JRJ APPROVED BY: JRJ �+ t t
I- -- - - - _ - � .I 90° Corner Block Option --- Connection Options p g
DATE �, APPROVED JRJ Ste Footing Details
17MAR2016 05MI US 31 SOUTH,CHARLEVOOk,M14T= 17MAR2016 p 05481 US 31 SOUTH,CHARLEVOIXX MI DATE` 06-22-2015 p ly 05481 US 31 SOUTH,WRLEVOIX°MI 49T2k1 DATE: — "-
SHEET: FOE. (866)22&B40D art 3010 • engineering@jedl-rorxwm SHE' FLE ")222-84D0aA3010 • eVnwHng@ed1-mdLcom SHEET: FILE: (BB6)2Y2-84pp mn 3010 • engileering�redt-rods.ccm 06-22-2015 D5481 US 31 SOUTH,CHARLEVOIX,MI 49720
w+v.ed,ro i.mm 1 of 1 1 g0deg Outside Comer Detail-Comer Block 031716.dwg ,,,n-,,,ad ��,n Y r..ec nrk�m (B66)222-6 00e43MG . englneaMq�redNackmm
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3
LEVELING PAD OPTIONS FOR RETAINING WALL BLOCKS
NO SCALE
cr
3
CLEAN CRUSHED DRAIN ROCK
PER WSDOT SPECIFICATIONS
III—II-
NON-WOVEN GEOTEXTILE
—III—I FABRIC(IF SPECIFIED)
` ` :. J,'-: J J✓L-' III=III=I I - PERFORATED DRAIN
GRAVITY FLOW TO OUTLET AROUND
I=III—III—III
Q _= I=III= ENDS OF WALL AND EVERY 50'
ON-CENTER OR AS SPECIFIED
a I=III—III=III— _ _
J AS I II
Q _III—I1 III—III;
CONVERT TO SOLID PIPE BEFORE
SPECIFIED
OUTLETING TO CATCH BASIN
!I =1�II I l-1 1 1- I I,I I I I I—I!I—I I�I_!11
i'-
- 12"MIN. 1 I I-1 I III—I 11—,II 12"MIN.
3 IN FRONT OF. I— N BACK OF
1
m BLOCK BLOCK
m
N
5/8"-MINUS CRUSHED ROCK/CSTC
3
°ti THESE PLANS MUST BE 5/8"-MINUS CRUSHED STONE LEVELING PAD
C'v T,E JOB SITE
CHANGES FOR INSPECTION
SUBMIT CHANGES FOR APPROVAL
m PRIOR TO PERFORMING WORK
tV AASHTO NO,57 STONE
N
CD
I—II.=-LL_ CONVERT TO SOLID PIPE BEFORE
C I I—I .—j OUTLETING TO CATCH BASIN
II—III—III �
o
I I =III—I
i—�I_= Ill II III-
11=-1
3 6"MAX. .I I-III — I I=III=III GRAVITY FLOW TO OUTLET AROUND
PERFORATED DRAIN
-III— I — —_ . 11—I I I--I I II= ENDS OF I l l
+r ,r'` 4 f/ i"1 p I I—I I I III I I1 Ii=1 I I I I I—III 'III I I I I I III _I 1=III I I III ALL AND EC Y 59
ON-CENTER OR AS SPECIFIED
W �i.-\/IE-. ;�� E F0 s„MiN. 6'MIN-
- IN FRONT OF IN BACK OF
C - -
(A BLOCK BLOCK
v U NREIN FORCED AASHTO CLASS B CONCRETE
.Q WITH A MIN.2,500 psi 28 DAY COMPRESSIVE STRENGTH,
r or DENSE GRADED GRAVEL(IMPERMEABLE)
r•-t
CONCRETE or DENSE GRADED GRAVEL LEVELING PAD
rn
In
r-1
DRAWN BY: JRJ rm.E.
APPROVED BY: JRJ Leveling Pad Options
U DATE:
Cu 06 22-2015 05481 Us 31 SOUTH,CHARLEVOIX,MI 4972n
0 1 of 1: 3 Leveling Pad Options 062215,dwg
'r1 SHEU FILE t )222�40Da23010 .ag(neenng®Ied-m com
L
o R. JOyti
Q REVISIONS BY DATE �����' )I WA
`s SCALE: AS SHOWN
4J A � �� - � 2 WALL GENERAL NOTES FOR.
a NO. DATE BY DESCRIPTION DESIGNED WRJ 5/22 /,L\ �: �J. ; Harbor Custom Development Inc. DATE: November 14,2022
/ DRAWN JB 5/22 `�, N•I'•Olson & Associates, InC• Scott Anderson
En ineerin , Plannin and Surve in M 81 NE RIDGE POINT BLVD. BELFAIR, WA 98528 PROJECT NUMBER:
Engineering, 9 Surveying 39359 11505 Burnham Dr. Suite 301 21-11 S 96
= CHECKED WRJ 5/22 �o�, �EGISTER �w�'
APPROVED (360) 876-2284 �SSjONAL 1
Portion of the Northwest Quarter of the Northeast Quarter of Section 6, Gig Harbor, WA 98332
N ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 Township 21 North, Range 2 East, W.M. in Kitsap County, Washington SHEET W4.00
' ►� MINTS CHANGES
m lo 2_2,-63L'87i SUBMIT CHANGES FOR APPROVAL
WculSITE PRIOR TO PERFORMING WORK
I �_ ?� SO,- �CQ3 ftC 3 l
°1 003 Z riF
Documents atca&e
Site plan:
plan review c ecklist:r� � - Pages
Engineering: � lat
N eral .Vertical
Number of pages
THESE PLANS �°IUST BE
ON THE JOB SITE
FOR INSPECTfON
Ct
MASON OuUNTY
��ARTMENT _.