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TYPE
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SECTION C
1,5 F-
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46-001 --- — 00
20 -0_--- I54-5 5/4" 14'-8 1/4" N
o N
4'—s" FOUNDATION NOTES=
I. DATUM ELEVATION 100'-0' EQUALS ACTUAL ELEVATION 789G'-00. Q
2. (XXX'- X"] INDICATES TOP OF FOUNDATION WALL ELEVATION.
G" EXTERIOR CONCRETE 5- (XXX'-)(') INDICATES TOP OF FOOTING ELEVATION-
WALL SLAB-ON-GRADE WITH
STEP r - �4 AT 1'-4" EACH WAY 4. CONTRACTOR SHALL FOLLOW ALL REQUIREMENTS LISTED eJ
— I SOILS REPORT.
- TOP OF SLAB 0
SIM 6 � A E 1 1 5. CONTRACTOR SHALL PLACE: VERTICALLY FULL HEIGHT
�9 2 - I 1 1 ELEVATION cW-G' OF ;.TALL AT HIGH SIDE OF ALL WALL STEPS HIGHER THAN
S S
* 1 I WALL 4'-0 IN ADDITION TO WALL REINFORCEMENT SHOWN OTHERIJSE. ^ 0)
, STEP G. ALL FOOTINGS IN GRAL.LSPAGES SHALL BE BACKFILLED WITH
ii
- - - - - - - - - -- - - - - - - COMPACTED STRUCTURAL FILL TO -f HE TOP OF FOOTING I"INIMJM I V
UNLESS NOTED OTHER"5E ON PLANS OR SHOL.N IN SECTIONS.
- - - - -- - - - - i 1 7. FLOOR ELEVATIONS SHOWN ARE AT TOP OF SLAB OR TOP OF PLYWOOD C
(99'-O"I 4 I FLOOR SHEATHING. Lo
SAEp I I 1 16j 8. FOOTNG ELEVATIONS SHOL.N ARE MAXM1M9 AND MAY NEED TO BE LOL.ERED
1 � DUE TO SOIL CONDITIONS. VERIFY CHANGES WITH STRUCTURAL ENGINEER.
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SLAB STEP (VARES) ` - - - - - - - - - - - - I I N
I I T.O. SLAB 4 r - - - - - -
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I ON 4" GRAVEL BASE R - V211d'I of Permit
I AT 1'-4" Sec. 303 (c) 19 U . B C. J
I The Issuance or granting of a permit or approval cf plans and
2 8" 4'
specifications shall not be construed to be a permit for. or an
s I X approval of, any violation of any of the provisions of this code J W
or of any other ordinance of the jurisdication. The issuance of [ (7
Q I y 1 h a permit based upon plans, specifications and other data shat'
4 I 1 1 I TOP OF T I 1 not prevent the building official from thereafter requiring the
1 I aj 1 v (2)-12" M.L. OL I v correetien of errors in said plans, specifications and othe,
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WALL I I QATE' Z
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\ I 7 L.pfH w04 A� O.GR
�y S EACH LAY I I S I I �7y�,� � r L� DATE: V1
07/25/95
I _ T J I REVISIONS:Y
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GENERAL NOTE _
80 PSF D NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR 6. DIAPHRAGM SHEATHING SHALL BE THE THICKNESS SHOWN ON PLANS WITH THE FACE co
AUTHORIZED BY THE STRUCTURAL ENGINEER LAP SPLICES, WHERE PERMITTED GRAIN PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED (v
40 PSF SHALL BE A MINIMUM OF 36 BAR DIAMETERS UNLESS OTHERWISE NOTED MAKE i INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS. TONGUE AND O (V
ALL BARS CONTINUOUS AROUND CORNERS GROOVE PANELS OR SOLID WOOD BLOCKING BETWEEN SUPPORTS
80 MPH E PLACE TWO #5 ( PER 8" THICKNESS) WITH 2'-0' PROJECTION AROUND ALL E PREFABRICATED WOOD MEMBERS SHALL BE THE TYPE NOTED ON THE DRAWINGS
2 E • B OPENINGS IN CONCRETE WALLS, SLABS AND BEAMS ALSO PROVIDE TWO AND SHALL BE "BCI-JOIST' AS MANUFACTURED BY BOISE CASCADE CORPORATION
#5 X 4'.0 DIAGONALLY AT EACH CORNER ALTERNATES SHALL BE REVIEWED BY THE ENGINEER WEB BLOCKING AND 0 to
ZONE 1
A . i n:�GA ^ !
F CONTINUOUS TOP AND BOTTOM BARS IN WALLS AND BEAMS SHALL BE BRIDGING TO BE AS REQUIRED BY THE JOIST MANUFACTURER
2 NONSTRUCTURAL LL EMENTS SPLICED AS FOLLOWS TOP BARS AT MIDSPAN. BOTTOM BARS OVER SUPPORTS G PROVIDE BRIDGING PER MANUFACTURER'S RECOMMENDATIONS UNLESS OTHERWISE wl
NOTED ON STRUCTURAL DRAWINGS. WOOD TRUSSES SHALL BE DESIGNED TO FULFILL
A ELEMENTS SUCH AS NON -P.EARI !n I ART) ' !v5 L ' C ATTACHED TO AND/OR SUPPORTED G PROVIDE ALL ACCESSORIES NECESSAR Y TO SUPPORT REINFORCING AT POST STRESS REQUIREMENTS ANDIOR LOADS NOTED ON DRAWINGS SHOP DRAWINGS
BY THE STRu( TORE. SHALL TAKE INTO ACCOUNT DEFLECTIONS AND OTHER STRUCTURAL TIONS SHOWN ON THE PLANS ALL REINFORCEMENT TO BE HELD SECURELY SHALL INCLUDE CALCULATIONS AND BEAR THE STAMP OF A REGISTERED ENGINEER O
MOVEMENTS IN PROPER POSITION IN ACCORDANCE WITH ACI 318-77
H LAMINATED VENEER LUMBER MEMBERS SHALL HAVE THE FOLLOWING STRESS n
3 FOUNDATIONS G STRUCTURALyTEEL. CAPACITIES- Fb = 2600 PSI . E = 1 ,800, 000 PSI, Fc = 750 PSI, Fy = 285 PSI BUILT UP MEMBERS
SHALL BE CONNECTED IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS
A MAXIMUM SOIL DESIGN PRESSURE 2000 PSF A ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM SPECIFICATIONS A36 EXCEPT CONTRACTOR SHALL HAVE THE OPTION OF USING 3 1 /2. OR 5 1/4" WIDE MEMBERS
PIPE COLUMNS WHICH SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO
B CONTRACTOR TO FOLLOW ALL RECOMMENDATIONS IN SOILS REPORT NO 5524 ASTM A500 GRADE B LATEST EDITIONS ANCHOR BOLTS SHALL BE A307 STEEL AND y GENERAL
BY LKP ENGINEERING INC DATED 7; 11 /55 MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL
.
C ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED EXACT BEARING B STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE A ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS U)
ELEVATIONS SHALL BE VERIFIED IN THE FIELD 'J✓17H ACTUAL CONDITIONS BY WITH LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION " B VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND rn
CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOM OF �� UNLESS OTHERWISE NOTED, USE STANDARD FRAME BEAM SHEAR CONNECTIONS ELECTRICAL CONTRACTORS VERIFICATION OF LOCATIONS, SIZES, LINTELS, AND v, r-
FOOTINGS SHALL BE A MINIMUM OF 48" BELOW EXTERIOR GRADE REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY
WITH STEEL BOLTS OR WELDED EQUIVALENT SELECT CONNECTION AT EACH
D ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL SPLICE TO SUPPORT 60% THE TOTAL UNIFORM LOAD CAPACITY FOR EACH GIVEN C PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL,
OR PROPERLY COMPACTED BACKFILL APPROVED BY THE SOILS ENGINEER BEAM AND SPAN MECHANICAL. ELECTRICAL, AND STRUCTURAL DRAWINGS MISCELLANEOUS O
BACKFILL SHALL BE COMPACTED TO 95% (MINIMUM ) STANDARD PROCTOR EMBEDDED ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER
DENSITY UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT D. MINIMUM WELDS TO BE AISC AND/OR AWS BUT NOT LESS THAN 3/16" CONTINUOUS AND INSTALLED BY CONCRETE CONTRACTOR STEEL SHALL FULFILL ASTM A36 0 O
SPOTS ARE ENCOUNTERELYREMOVE SOIL AND RECOMPACT WITH APPROVED FILLET UNLESS OTHERWISE NOTED
FILL. (RE SOIL REPORT FOR DESCRIPTION OF BEARING SOIL I D PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED TO THE
E ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING EARTH A,(
E. DO NOT PLACE BACKFILL AGAINST BASEMENT WALLS UNTIL ALL ATTACHED FLOORS SOCIETY STANDARD QUALIFICATIONS TESTS AS DETAILED IN AWS D1 . 1 w J
ARE IN PLACE E SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL _
7 NON-SHRINK GROUT STRUCTURAL STEEL THE MANUFACTURING OR FABRICATION OF ANY ITEMS
F . CENTER ALL FOOTINGS UNDER WALLS, COLUMNS OR GRID LINES UNLESS OTHERWISE PRIOR TO WRITTEN REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK Q
NOTED ON PLANS A NON-SHRINK GROUT SHALL BE PROVIDED AS FOLLOWS OF THE CONTRACTOR
1 BETWEEN STEEL COLUMN BASES AND FOOTINGS
G CONTRACTOR TO PROVIDE, HIS EXPENSE , FIELD DENSITY TESTS ON COMPACTED FILL F WATERPROOFING, VAPOR BARRIERS, ETC . SHALL BE AS SHOWN
TESTS SHALL BE TAKEN FOR EACH FOOTING AND SLAB-ON-GRADE
UNDER FOOTINGS AND INTERIOR SLABS GRADE A MINIMUM OF 2 REPRESENTATIVE 8 WOOD ON THE ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS w
A ALL FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY G ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD 0
H NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDI- WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO UNIFORM BUILDING ARCHITECTURAL DRAWINGS
TIONS MAY BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE CODE AS FOLLOWS ' 1
4. CONCRETE 2" THICK - 4" WIDE STUD fb = 800 psi
A ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE I PORTLAND 2" THICK - 6" & WIDER NO. 2 l = 1250 psi
CEMENT. STONE AGGREGATE AN P SHALL DEVELOP 3000 PSI COMPRESSIVE 3" THICK - W & WIDER NO 1 fb = 1350 psi
STRENGTH IN 28 DAYS NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITIVE USES PRIOR TO a
ALLOWABLE STRESS INCREASES r O
B THE MODULES OF ELASTICITY OF ALL CONCRETE SHALL EXCEED WC1 5 33 Pc B PROVIDE 1 X 4 CROSS BRIDGING NOT OVER 8' ON CENTER FOR ALL WOOD JOISTS AND 2X
( OR 57. 000 Pc NORMAL WEIGHI CONCRETE ). SOLID BLOCKING BETWEEN JOISTS AT ALL SUPPORTS FASTEN ALL WOOD MEMBERS J
C CONTRACTOR MAY POUR SLABS-ON-GRADE CONTINUOUS AND TROWELCU7 JOINTS WITH COMMON NAILS ACCORDING TO THE UBC SCHEDULE UNLESS OTHERWISE NOTED
JOINTS SHALL BE SPACED 10 FEET AND CUT 1" DEEP X 1/8" WIDE WITHIN C LAMINATED BEAMS
12 HOURS AFTER POURING CARRYALL SLAB REINFORCEMENT THROUGH JOINT 1 ALL LAMINATED MEMBERS SHALL BE FABRICATED OF DOUGLAS FIR LARCH AT 12 2X RIPPED TREATED `W
PERCENT MOISTURE CONTENT IN ACCORDANCE WITH WCLS. ALL SIZES SHOWN ARE ANCHOR 6OL 2 m 1
S AT 2'-04 LJ v
D. SLABS, TOPPING, FOOTINGS, BEAMS AND WALLS SHALL NOT HAVE JOINTS IN NET
A HORIZONTAL PLANE ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD 2. LAMINATED MEMBER SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE �I
POINT OF SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS STANDARD SPECIFICATIONS FOR THE DESIGN AND FABRICATION OF STRUCTURAL EXTERIOR STUD WALL M
UNLESS OTHERWISE SHOWN ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS GLUE LAMINATED TIMBER, LATEST EDITION AS PUBLISHED Be AITC WITH SHEATHING
REVIEWED BY THE ENGINEER 3 PROVIDE UNITS CONFORMING TO AITC 11 'r 22FV8, D F FOR CONTINUOUS 0
MEMBERS AND CANTILEVERS AND 24FV3 FOR SIMPLE SUPPORT MEMBERS V
E ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE W ACCORDANCE WITH MEMBERS SHALL BE DESIGNED WITH ZERO CAMBER WITH TOP SURFACE (2)-aS 2X10 CONT. LEDGER Z
ACI BUILDING CODE 318 LATEST EDITION UNLESS NOTED OTHERWISE ALL EXPOSED CLEARLY STAMPED ON EACH MEMBER W/ �/4"� X 6" EXPANSION O
EDGES OF CONCRETE WORK SHALL HAVE 112 INCH CHAMFER USE STANDARD HOOKS ANCHORS AT 1'-!a"
ON DOWELS UNLESS OTHERWISE NOTED D PLYWOOD DECK ANDIOR WAFERBOARD —
1 PANEL THICKNESS SHALL SEAS SHOWN ON THE DRAWING. APPLICATION FLOOR JOIST J
5 REINFORCEMENT SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE AMERICAN — = III III RE: PLAN
PLYWOOD ASSOCIATION WE0 BLOCKING O
A ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO 2. EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF
ASTM GRADE 615. GRADE 6G EXCEPT TIES, STIRRUPS AND PLATE ANCHORS WHICH THE AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS O
SHALL BE DEFORMED BARS, ASTM DESIGNATION A615, GRADE 40 OF U S PRODUCTS STANDARD PSI. LATEST EDITION FOR PLYWOOD. ALL
B WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 AND SHALL BE LAPPED PANELS WHICH HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO Q THE WEATHER SHALL BE OF THE EXTERIOR TYPE
ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER 3. FOR FLOORING USE 314" T&G STURD-I-FLOOR SHEATHING NAILED AT 4" O C
ALONG PANEL EDGES AND AT 10" ALONG INTERMEDIATE SUPPORTS LANGE
Z
C REINFORCEMENT PROTECTION 4 FOR ROOF USE 5/8" (40120 SPAN RATING) EXPOSURE I SHEATHING NAILED AT 4" wS AT 2'-O SIMPSON TOP F
1 CONCRETE POURED AGAINST EARTH 3" O C ALONG PANEL EDGES AND AT 12' ALONG INTERMEDIATE SUPPORTS HORIZONTAL HANGER
2 CONCRETE POURED INFORMS (EXPOSED TO WEATHER OR EARTH 2" 5 EXTERIOR WALLS SHALL HAVE ONE LAYER OF i(2" EXPOSURE I SHEATHING F E VERTICAL I 3/4" = 1 '-0" V
3 COLUMNS AND BEAMS (TIE BARS) 1 - 112" NAILED AT 4" O C ALONG PANEL EDGES 2Xa KEYWAY #S AT 2'-O X�
4. SLABS AND WALLS (NOT EXPOSED TO WEATHER ) 3/4" *IS AT LL -
RE: PLAN RE: PLAN
(T-O. FOOTING 6' TYPE, B W
MINIMLT _ 0
b
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ATE :
7/25/95
RE: PL_ N p REVISIONS
N
V 2
S 1 c V Y
Sot
2X RIPPED TREATED EXTERIOR STUD WALL FLOOR JOIST RE: PLAN DRNEWAY --5 -0 --
PLATE PLATE WITH I/20tp X 10" WITH SHEATHING RE: PLAN
ANCHOR BOLTS AT 2'-O• +� AT 2'-0 X O
FLOOR SHEATHING
FLOOR JOIST I I N
RE: PLAN WITH SIMPSON
TOP FLANGE HANGER
4" SLAE3-ON-GRADE �t N
RE: PLAN 2X8 TREATED PLATE WTH 1/2•— dl III III IIII
m X 10• ANCHOR BOLTS AT 1'- N
(z)-ttS CONTI S _ 0)
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itS AT 2'-O atS AT Z'-O X
1/2" ISOLATION JOINT HORIZONTAL RE: PLAN
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RE: ARCH. # VERTICAL COMP. CRAWSPACE BACKFLL LEGS
� I RE: PLAN RE: PLAN ALTERNATE O
,Is AT 2'-0 X L _ SIDES III III°
RE: PLAN BAGKFILL MINI FOOTING -
MINIMUM)
RE: PLAN
(T.O. FOOTING _ O_ _
MNIMUM) III IIII IIII - IIII
b 2X4 KEYWAY = _ (2)-05 CONTINUOUS
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O I I C TREATED PLATE EXTERIOR STUD WALL
I'-O X (CONT.) TREATED CONTINUOUS WITH I/2" m WITH SHEATHING O •
PLATE WITH 1/20(P X 10' X 10" ANCHOR BOLT
ANCHOR BOLTS AT 2'-O• AT 2'-0 4" SLAB-ON-GRADE O
FLOOR JOIST CONTINUOUS WITH W.W.F. RE: PLAN r ,
EXTERIOR STUD - RE: PLAN • w = V
FLOOR JOISTS G WALL WITH SHE-ATHING FLOOR j 1 mJ
EXTERIOR STUD FLOOR SHEATHING SHEATHING - W J
WALL WITH SHEATHING RE: PLAN - _
-III - - - - - A �
DOUBLE RIM I IIII `
JOIST
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AT 2'-O" FLANGE HANGER tt5 AT Z-O
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HORIZONTAL HORIZONTAL
NOTE: AT SIMILAR SECTION atS AT MID -HEIGHT 2X4 KEYWAY
FOOTING SHALL HAVE (1)-etS =III r 2X4 KE7"WAY #- VERTICAL OI
X CONTINUOUS PER FOOT _ Os AT Z'-O X_I L ++S AT 2'-D (TYPICAL)
OF FOOTING WIDTH, MINMUM = 0b AT 2'-O" X �9 OI R6 PLAN � BACKFILL VERTICAL IIII • a„
RE: PLAN G„
RE: PLAN BAGKFiLL (T.O. FOOTING M O
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RE: PLAN WITH 112"
FLOOR SHEATHING FLOOR JOISTS INTERIOR ANCHOR BOLTS
FLOOR JOISTS RE: PLAN BEARING WALL AT 1'-G
EXTERIOR STUD (2)-#S AT
WALL WITH SHEATHING RE: PLAN FLOOR TOP O
BLOCKING SHEATHING -
-� _ 2X8 TREATED O
LEDGER WITH
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2X TOP PLATE
1/2"(P ANCHOR BOLTS _ (2)-itS (CONTINUOUS) 1 2'-D" I 3/410 = F-011 Ue
A7 2'-O"
=III i BING
>ft5 AT 2 WEB STFFENER MID HEIGHT r ^
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MATCH VERTICAL 3I = REQUIREMENTS (ONE SIDE ONLY) Ole I Q
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2 X 4 KEYWAY G" CONPAGTED GRAWLSPACE (I)-s4 EACH I 2 -O" X -�
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RE: PLAN 112" m X G" ANCHOR STUD WALL STU!b COL. W
BOLTS AT 4' -O (LOAD
y - - BEARING) Lm OF 2X4 ° 1 L �F DATE: III
I� /25/95
FOOTNGE _ _ _ _ REVISIONS(CONT .) � ,_ - (2)-ttS
RE- PLAN IIII
_
RE: PLAN L »S AT I'-O" — RE: PLAN V
W V 1 I O T
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TUD WALL (C(f>NTINUOUS) WITH
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RE: PLAN ON GRADE STAIR FLOOR SHEATHING
WITH w4 00
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CONCRETE p
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