Plans (43) ;,‘,.,d : .y, C OV t,ir n 0 s 1 ppc, / Ll v.�L7 5w V S/ (t$ WA-
PREPARED FOR:")e, T" REBECCA VENABLE
-
-y- 140SLSW SPRINGS ROOK LN.
.� TIGARD,OR
2 i) 2016 ASO ALLOWABLE STRESS DESIGN LDDC LIGHT WEIGHT CONCRETE
y J ACI AMERICAN CONCRETE INSTITUTE IMO LORA 8 RESISTANCE FACTOR DESIGN
V P y y, 3 v, RISC T AMERICAN INSTITUTE OF STEEL LLV LONG LEG VERTICAL
!d $� 5 3 > Tj 4 a t , Y M LOW POINT
",... ,y ANSI AMERICAN IRON&STEEL INSTITUTE MAG MASONRY
T 4. I; - '1 ASTM MATERIALS 14F
SOCETYFOR TESTINGS MR METAL
• "� - 1 AWS AMERICAN WELDING SOCIETY NNWC NORMAL WEIGHT CONCRETE / 7/
1. FRAMING LUMBER GRADES•1998WWPA GRADING RULES-STRESS VALUES SHOWN ARE BASE AB AN BOLT ANCHOR BOLT NC NOT IN CONTRACT �
MEMBER VALUES. SM BEAM OC ON CENTER OREiION
1.1. 2X4 STUDS(NOE BEARING PARTITIONS)CONST.GRADE.D.FIRIIARCH,S.DRY.FB=1000 3RG BEARING OD OUTSIDE DIAMETER
1.2. STRUCTURAL LIGHT FRAMING NO.2 D.FIWLARCH,S.DRY,FEA75 3LK BLOCK OPNG OPENING
1,3. STRUCTURAL JCISTS&PLANKS(INCLUDES 2X8 8 2X8 WALL STUDS/JOISTS)NO.2,D.FRILARCH, 30TIBOTT BOTTOM PC PIE
S'DRY'�$� RILNET BRACKET PL NATE P
1.4. 40830 MEMBERS NO.1,D.FARCH,S.GRN,F�1000 OP CAST-IN-PLACEp
1.5. POSTS&TIMBERS NO.I,D.FWLARCH,3.GRN,FB-12W PT POINT 5'e
2. GLUE LAMMASERS:MBERS:BEAMS-SPECIES=D.FR 0.R-ARCH CLEAR PSF POUNDS PER SQUARE FOOT
2.1. FB=2400 PSI-COME 24F-T4.TYPICAL UNLESS NOTED OTHERWISE COL COLUMN PSI POUNDS PER SQUARE INCH 1mi 4 a g
2.2. FM=2400 PSI.COMB 24F4R,AT CANTILEVERS&MULTVSPAN BEAMS LONG CONCRETE R RADIUS g F o'q'
,.�
2.3. COLUMNS FC=2100 PSI,FB=2200 PSI,COMB CMU CONCRETE MASONRY UNIT REINF REINFORCED
2.4. USE WATERPROOF ADHESIVE MANUFACTURE PER ANSI A190,1-CURRENT EDITION. CRS! CONCRETE REINF.STEEL INSTITUTE RET RETAINING
3. SILL PLATES: CONST JT CONSTRUCTION JOINT a I
1. ALL LUMBER IN AN EXTERIOR OR WEATHER EXPOSED SETTING SHALL BE PRESSURE TREATED OR 4. PRESSURE TREATED,HEM FR#2,WIAWPA TREATMENT A2CA OR ACD THE SILL PLATES ARE TO SECT SECTION ' W
COAT CONTINUOUSC g
OFADECAY RESISTANT SPECIES BEAR FULLY ON THE TOPS OF THE FOUNDATION WALLS. SGWSHS4 SHEAR CONNECTOR c
2. FRAMING CONNECTORS AT EXTERIOR DECKS&EXPOSED EXTERIOR CONDITION: 4,1, LOCATE AN ANCHOR BOLT AT I'MINIMUM TO 17 MAXIMUM FROM ENDS OF EACH PIECE. CJ COMA JOINT SLAT SHEET R
2.1. AILS PON�"ST�G-TIF'FRAMING CONNECTORS SHALL BE GALVANIZED AND HANGERS SHALL 4.3. EACH
INSTALLEXTRA ARCATE TO
BOHAVE
TS S REQUIRED,D OF TWO
ANCHOR
BOLTS.
. NOTCHED. �NU DETAIL
UNIT MASONRY/BLOCK SHORTTRLEG VERTICAL 2 it I�F`.'`
HAVE3. ALL NAILS SHALL BE HOT-SIP GALVANIZED,COMMON WIRE NAILS. 4.4. SILL PLATES SHALL NOT BE DAPPED AT BOLT HEADS. 3A DIAMETERm. Q u
SOG SLAB ON GRADE
EXTERIOR OR WEATHER/CONCRETE EXPOSED FRAMING FRAMING LUMBER-GENERAL NOTES Nu DIMENSION
SON NSO SQUARE Ig /� b R
DIR STS STARS di 1 O
OWLS DOWELS STL STEEL LU m ?a
1, ALL PANELS TO BE OF 5 PLY CONSTRUCTION MINIMUM, E),EXIST EXISTING SOI STEEL DECK NSTIITUTE N 0 S f S
2. EACH PANEL SHALL BEAR THE OUAUTY TRADEMARK STAMP OF THE APA A EACH SF STEP FOOTING OR SQUARE FOOT rxovATII:MS.
3, GRADES: EF EACH FACE STIFF STIFFENER
3.1. ROOFS: SI EXPANSION JOINT STIR STRUCTURAL
3.1.1. V7,"C-0",GROUP I,WOE(32/18,INTERIOR APA WITH EXTERIOR CLUE 1, ALL CONCRETE SHALL BE MIXED AND PLACED N ACCORDANCE WITH AG 318.
3.1.2.511D,'CV,GROUP 1,INDEX 32/16,NTE R/OR EPA WITH EXTERIOR GLUE WHERE NOTED. 2 USE MIXES WITHA MAXIMUM AGGREGATE SIZE APPROPRIATE FOR FORM AND REBAR CLEARANCES IS EACH SDE SUP SUPPORT
32. FLOORS TO BE ENCOUNTERED IN ACCORDANCE WITH ALJ.RECOMMENDATIONS. 30 EQUAL SW SHEAR WALL
32.1. 314',9C-U,GROUP 1,INDEX 48124,INTERIOR APA WITH EXTERIOR GLUE 3. THE PROPOSED MATERIALS AND MN DESIGN SNAIL BE FULLY DOCUMENTED AND REVIEWED BY EXP IT EXPANSION JOINT SYM SYMMETRICAL
32.2. 1189","C-0",GROUP 1,INDEX 8048,INTERIOR APA WITH EXTERIOR GLUE WHERE NOTED ON PLAN THE OWNERS TESTING LABORATORY. PON,FED FOUNDATION THK THICK OR THICKNESS
3.2.3.FLOORS PALED&GLUED PER APA GLUED FLOOR SYSTEM. 4, RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGN STRENGTH B THE CONTRACTORS. 'T FOOT OR FEET THRD THD'S THREADED
324.GLUE TOCONFORM TO PERFORMANCE SPEGNCATIONSAFG-01,FOLLOW MANUFACTURES 5. CONCRETE SHALL HAVE RE FOLLOWING SU DAY STRENGTHS:MINIMUM PC:2500P31 .N FINISH TM TOP BOTTOM
SPECIFIC APPLICATION RECOMMENDATIONS. 6. SCHEDULING OF WORK MAY REQUIRE DESIGN STRENGTH N SHORTER PERIODS OF TIME(LESS 'LR FLOOR
3.3. WALLS: THAN 28 DAYS) TO TOP OF
3.3.1.117,•C4Y,GROUP I,INDEX 32/18,INTERIOR EPA WITH EXTERIOR GLUE. 7, PORTLAND CEMENT SHALL CONFORM TOA.S.T.M C-150 TYPE I UNLESS NOTES OTHERWISE. -TG FOOTED TOO TOP OF CONCRETE
F 8. AGGREGATE FOR HARD ROCK CONCRETE SHALL CONFORM TO ALL REQUIREMENTS AND TESTS OF GALV GALVANIZED TOG TOP OF STEEL
3.3.2.5R','C-0',GROUP 1.INDEX 32116,NTE710R EPA WITH EXTERIOR GLUE WHERE NOTED.
4. SHEATHING NAING REQUIREMENTS; AS.T.M.C33 AND PROJECT SPECIFICATIONS.EXCEPTIONS MAY BE USED ONLY WITH PERMISSION GA GAUGE TOW TOP OF WALL
4.1. NM SIZE.USE COMMON PHLS OR 0148"DIA.X 21/4•GUN NAIL Of THE STRUCTURAL ENGINEER. GR GRADE TYP TYPICAL �/
4.2. SPACING: 9. TIE USE OF TIE FOLLOWING MATERIALS IS PERUSSELE IN.ACCORDANCE WITH ACI 318 AND ASTM GB GRADE BEAM ULT ULTIMATE STRESS DESIGN B(IB��
42.1.SEE SHEAR WALL SCHEDULE FOR SPECIAL WALING REQUIREMENTS AND. STANDARDS: HD HOLDOWN
42.1.I.PANEL EDGESIS6"O.C.MAX SPACING;INTERIOR BEARINGS 5170L.,MAX SPACING LI. FLY ASH AND POZZOLAN,N CONFORMANCE YAM ASTM 0618. ENS,EON UNLESS NOTEDOTHERWISE 0
HT HEIGHT
d ROOFS GLUE LAM BEAMS,SHEAR COLLECTORS,ETC.:2 STAGGERED ROWS®4O.0 92 SILICA FUME IN CONFORMANCE LWTI ASTM C1240. US UNDERSIDE-IP RIGH PONT
4.3. PROVIDE 20 SOLID BLOCKING AT PANEL EDGES OF WALL SHEATHING. 9.3. SLAG N ACCORDANCE WITH ASTM 0989 VEF VERTICAL EACH FACE
5. SHEATHING FASTENERS SHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE FACE PLY, 10 ALL CONCRETE TO BE REINFORCED UNLESS SPECEEALLY NOTED TOOT REINFORCED'. 10RIZ HORIZONTAL VF VERIFY N FIELD CLI
6. PANEL LAYOUT: 11, MAXIMUM SLUM'SHALL BE FOUR INCHES.UNLESS OTHERWISE NOTED. IN INCH VOF VERTICAL OUTSIDE FACE
Si. LONG DIMENSION OF PANEL TO BE PERPENDICULAR TO FRAMING,EXCEPT PANELS AT WALLS MAY 12. CONDUIT OR PPE SIZE(0.0.)SHALL NOT EXCEED 30%OF SLAB THICKNESS,AND SHALL BE PLACED D INSIDE DIAMETER WWF WELDED WIRE FABRIC 1"
FOUR DIAMETERS MINIMUM APART,LNLESS SPECIFICALLY DETAILED OTHERWISE. WI WITH W
BE INSTALLED VERTICALLY. 1ST JOINT
62. EKE JOINTS N ADJACENT RUNS SHALL BE STAGGERED 4 FEET. 13 PRIOR TO PLACING CONCRETE,THE CONTRACTOR SHALL ENSURE THAT ALLEPBEDMENTS, 1ST JOIST WIO WITHOUT
s 63. MINIMUM PANEL WIDTH SHALL BE 17 NG ANCHOR BOLTS,ARE PROPERLY LOCATED AND SECURELY TED IN PLACE. K KP(ISISPOUNDS) WP WORKING PONT C.) Ci
6.4. EDGES OF ALL PANEL LESS THAN 20 SHALL BACKED BY BLOCKING(2X4 MIN SIZE), 14. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF CONCRETE FROM FREEZING BEFORE {V
CURED WHEN POURED N COLD WEATHER. -W LIGHTWEIGHT n
PLYWOOD SHEATHING-GENERAL NOTES CONCRETE GENERAL NOTES ABBREVIATIONS
W0
o
D
D
GENERAL METES
I. VERIFY ALL EXISTING CONORTO43,DIMENSIONS,MEMBER SIZES N FELD WHERE APPLICABLE AND i-
NOTIFY ENGINEER OF ANY DISCREPANCY.
2. SEE ARCHITECTURAL DRAWINGS FOR ALL DNENSIONSAND ELEVATIONS.
3. SEE SOASHEET(S)FOR GENERAL STRUCTURAL NOTES.AN AND ABBREVIATIONS. re Z
4. SEE SLOB SHEET(S)FOR FOUNDATION SCHEDULE AND TYP.FOUNDATION AND CONCRETE DETAILS. BBR�� Y
5. SEE 51.143HEET(S)FOR SHEAR WALL FON,B STRAP HOLDOWN SCHEDULES AND TYP.DETAILS.
0
B. SEE 5124 SHEETS)FOR FRAMING SCHEDULE(JOISTS,RAFTERS,BEAMS),COLUMN SCHEDULE, Unl O
SHEATHING SCHEDULE,WALL FRAMING SCHEDULE,AND TYPICAL FRAMING DETAILS.
IX
1, THE CONTRACTOR E CAUTIONED ABOUT DRLUNG AND NOTCHING OF STUDS,PLATES,JOIST AND 1. THESE GENERAL NOTES APPLY UNLESS SPECIFICALLY NOTED OTHERWISE, 7. AT ALL SEAR WALL TYPES EXCEPT SW6 AND 5W4.USE 3X MIN.FRAMING AT PLATES,END POSTS, m
OTHER FRAIING MEMBERS. 2. ALL DETAILS ARE TYPICAL FOR CONDITIONS NOT SPECIFICALLY SHOWN PROVIDE DETAILS SIMILAR AND BLOCKING.STAGGER EDGE NAILING TO PREVENT SPLITTING,TYP, OMNI
DETAILS ARE SHOWN WITH SIMPSON"STRONG-TIE'CONNECTORS 2. CONTRACTOR IS CAUTIONED NOT TO DRILL 011 NOTCH MEMBERS WHOM HAVE SPECIFIC DETAILS TO THOSE SHOWN. 9. WHERE SHEAR WALL INDICATED ON PLAN CONTAINS A WINDOW OPENING PROVIDE HORIZONTAL M Z_
2. NAILING SHALL BE PER CBS RESEARCH RECOMMENDATIONS TO ACHIEVE FULL a*APPROVED FOR SPLICING BUTT JOINTS,SUCH AS TOP PLATES,LEDGERS,ETC, 3. VERIFY ALL EXISTING FEATURES AND CONDITIONS(DIMENSIONS,ELEVATIONS,ETC.)UPON WHICH BLOCKING AND STRAPPING PER THE NA OPENING ATWOOD SHEAR WALL STRAPPNGDETAL. W
LOADS. 3. CONTRACTOR SHALL CONSULT WITH ENGINEER BEFORE NOTCHING OR DRLLNG DRAWINGS BEAMS, THESE DRAWS RELY.OMISSIONS OR DISCREPANCIES BETWEEN THE VARIOUS ELEMENTS OF 9. UNLESS NOTES OTHERWISE,USE BUILT-UP 2S STUDS DIRECTLY BELOW NAMS-MNIMIUM WIDTH TO CT
3. TIE MAXIMUM GAP BETWEEN EIS OF JOIST AND SUPPORTING BEAM SHALL BE 114". PURLINS,JOISTS,COLUMNS OR OTHER FRAMING MEMBERS. TIE CONTRACT DOCUMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR MATCH BEAMGRDER WIDTH.(2)2/IANN.PROVIDE BUILT UP STUD POSTS AT WINDOW/DOOR QC
4. UNLESS NOTED OTHERWISELLRJ
USE: 4. ORG AND NOTCHING OF WOOD STUDS: STRUCTURAL ENGINEER BEFORE PROCEEDING WITH THE WORK. OPENINGS. MIN
SEE TYPICAL ROUGH OPENING DETAIL AND SCHEDULE FOR FRAMING REQUIREMENTS. M
4.1.1.¶7 SERES HANGERS WHERE 2X JOISTS FRAME INTO THE SIDES OF MEMBERS 4.1. NOTCHING OF STUDS SHALL BE WITHIN 7.0 FROM THE ENDS OF THE STUDS,BUT NO CLOSER THAN 4. REFER TO ARCHITECTURAL PLANS FOR FINISH FLOOR ELEVATIONS.FLOOR DEPRESSIONS, 10. SHEATH ALL EXTERIOR WALLS WUN.G"APA RATED SHEATHING PALED WIBDN0OC AT ALL PANEL Z
4.1.2. 'HU"SERIES HANGERS WHERE 3X OR 40 INTO FRAME -O THE SIDES OF MEMBERS 1'4"OF THE ENDS. OPENINGS.SLOPES,DRAWS,CURBS,PADS,EMMA
BEODED ITEMS.NON-BEARING PARTITIONS STAIR EDGES UNLESS NOTED OTHERWISE ON PLANS. L PLYWOOD TO INTERMEDIATE SUPPORTS Cn
4.1.3.'AU'SERIES HANGERS WHERE 31/8988 UB'GLUE LAMINATED MEMBERS FRAME INTO THE SIDES OF 42. MAXIMUM DEPTH OF NOTCH SHOULD BE ONE INCH(1.). HANGERS,ETC. W/BD/)170C.PROVIDE CONTINUOUS BLOCKING AT ALL PANEL EDGES,TIP..
OTHER BEAMS, 4.3. NO NOTCHING N THE MIDDLE PORTION OF THE STUD LENGTH. 5. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SLEEVES,OPENNGS,AND HANGERS FOR DRAWING NOTES W h
5. EXCEPT WHERE OTHER HANGERS ARE DETAILED SUBSTITUTIONS MUST BE APPROVED BY THE 4.4. DRLLSJG S PERMITTED ANYWHERE ALONG THE LENGTH OF THE STUD. PIPES,DUCTS.AND EQUIPMENT;COORDINATE ALL THESE WITH STRUCTURAL WORK. 10
ENGINEER AND NAVE CBO APPROVED LOAD CAPACITIES EQUAL TO OR GREATER THAN THE 4.5. MAXIMUM HOLE DIAMETER I/4 TIES THE STUD SIZE AND THE EDGE OF THE HOLE SHALL BE AT 6. DURING THE CONSTRUCTION PERIOD,THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY d'
SIMPSON'STRONG•TE"CONNECTORS. LEAST ONEANO ONSHALF INCHES(1 IS)FROM THE FACE OF THE STUD. OF THE BULDWG,WORKMAN AND OTHER PERSONS AND PROPERTY. INDICATES WOOD FRAMED STRUCTURAL BEARING WALL.SEE WALL
8. AT PRESSURE TREATED OR EXTERIOR EXPOSED CONDITIONS,USE SIMPSONZ&MX"HANGERS(OR 4.8. DRILLED HOLES SHALL BE SPACED AT LEAST SIX INCHES NT APART AND AT LEAST SIX INCHES NT 7. TIE CONTRACTOR SHALL PROVIDE ADEQUATESHORING,BRACING,AND GUYS NACCORDANCEXIMIIMM FRAMING SCHEDULE ISSUED FOR
STAINLESS STEEL)AND HOT-0P GALVANIZED FASTENERS,TYP. FROM ANY KNOT. WITH ALL NATIONAL,STATE AND LOCAL SAFETY ORDINANCES.
JOIST HANGERS AND FRAMING CONNECTORS-GENERAL NOTES NOTCHING OF FRAMING MEMBERS-GENERAL NOTES GENERAL STRUCTURAL NOTES C ] INDICATES STRUCTURAL WALL BELOW CONSTRUCTION
WW1 Wit 0.1.1110
REVISIONS:
,, SW# L INDICATES WOOD FRAMED STRUCTURAL SHEAR WALL-GEE WALL -')-
tal7tT
FRAMING SCHEDULE AND SHEAR WALL SCHEDULE.
Cl)
INDICATES FOUNDATION HCLDOWRJ(AT FOUNDATION) vI
1, ALL CONSTRUCTION,TESTING AND INSPECTING SHALL CONFORM TO THE BUILDINGINTERNATIONAL BUG HDI INDICATES STRAP HOLDOWN(ATLIPPER FLOOR(S)) W 0
CODE NBC.).2012 EDITION AS AMENDED BY THE STATE OF OREGON,(2014OSSC). OTT2Z SEE HOLOOVN SCHEDULE
0
2. DESIGN LIVE LOADS: HISTO
2.1. ROOF 25PSF(SNOW) /12XCXX0X INDICATES EXISTING WOOD FRAMED BEARING WALLZ
,1,
UNLESS NOTED OTHERWISE ON PLANS,PROVIDE
NTHE FOLLOWING MINIMUM NALING: I, SIDES OF FOUNDATIONS SHOWN STRAIGHT ARE FORMED.FOUNDATIONS POURED AGAINST THE 3, DEAD LOADS: F4 ,,WLnR
ENDS OF WALL BLOCKING TO STS-TOL OR END NAIL (2)160 EARTH AT CONTRACTORS OPTION REQUIRE THE FOLLOWING PRECAUTIONS: 3.1. ROOF(LIGHT FRAMED) 18PSF --_'- INDICATES CONCRETE FOOTING SEE PLAN FOUNDATION SCHEDULE J V 0
0. NAILING JOIST TO SUPPORT-TOENAIL (3)8D 2. SIDES OF EXCAVATION MUST BE VERTICAL(OVER POURING AND MUSHROOMING NOT ALLOYED). 4. WIND LOADS(ASD): Z W
3. BRIDGING JOIST-TOE NAIL EACH END (2)BD 3. CONTRACTOR SHALL BE RESPONSIBLE FOR CLEAN UP OF SLOUGHING BEFORE,SIRING AND AFTER 4.1. BASIC WIND SPEED,V=120MPH(LRFD,THREE SECOND GUST) ---
M 4. BLOCKING TO JOIST-TOE NAIL EACH END (3)8D POUR. 4.2. EXPOSURE _ F4 te Q J
5, BLOCKING TO PLATE OR BEAM•TOE NAL (3)120 4. CONTRACTOR TO PROVIDE FOR DE-WATERING OF EXCAVATION FOR SURFACE WATER,GROUND 4.3. IMPORTANCE FACTOR,I=1.0 E. 2'DECKING TO SUPPORT-BLIND 8 FACE NAL (2)160 WATER OR SEEPAGE IF REQUIRED. S. SEISMIC LOADS: I' I INDICATES CONCRETE FOOTING AND STEMWALL•SEE PLAN,
' STUD TO PLATE-TOENAIL (4)8D 5. BACK FILL OVER EXCAVATED FOOTINGS WITH COMPACTED STRUCTURAL FILL. 5.1. SITE CLASSA FOUNDATION SCHEOIAE ` Z
8. OR-END NAIL 2%682X4 STUDS (3)160 B. STEP CONTNLOUS FOOTINGS AT VARYING ELEVATIONS PER TYPICAL DETAIL. 5.2. IMPORTANCE FACTOR. r I=1,0 pJk RJ OR DJ#
9. AND•END NAL 208 STUDS (4)160 7. SLOPING FOOTINGS IS PROHIBITED. 5.3. SO94.72 ...._......_.__7.--
'0. MULTIPLE STUDS OR LAMINATED COLUMNS-FACE NAIL 16D®12"O.0 B. ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED SOL.BOTTOM OF FOOTINGS SHOWN ON THE 5.4. SDI41A4INDICATES FLOOR,ROOF OR DECK JOIST-SEE FRAMING SCHEDULE M W
'1. TOP PLATES•FACE NAIL 1800170.C. DRAWINGS ARE MNIMUMANO SHALLBELOWERED ASREQUIRED TOREMOVE SOTAND LOOSE 5E. RB. lE5(WOOD SHEAR WALL) :
HI
L
'2. TOP PLATES-JOINTS&INTERSECTIONS-FACE NAIL (4)16D EACH END MATERIAL DEFERRED SUBMITTAL ITEMS: r
'3. UNRATED HEADER•FACE NAIL ALONG EACH EDGE 181)(012'0.C. 9. AFTER CONCRETE S PLACED,IN NO CASE SHALL THE SUPERIMPOSED CONSTRUCTION LOADS BE 6.1. MANUFACTURED ROOF TRUSSES 4=__S3 INDICATES HEADER BEAM-SEE FRAMING SCHEDULE
'4. SISSTERED JOISTS•FACE NAIL ALONG EACH EDGE 161D 1217O.C. GREATER THAN SPECIFED DESIGN LEE LOADS.UNLESS THE WORK IS SHORED. 7. FOUNDATION DESIGN CRITERIAGLBR co2 0
02
'5. JOISTS,LAPS OVER SUPPORTS-FACE NAL (6)160 10. NO LOADS SHALL BE PLACED ON CONCRETE SUS BS WITHIN 7 DAYS AFTER CONCRETE PLACED. 7.1. FOUNDATION TYPE SPREAD FOOTING INDICATES BEAM-SEE FRAMING SCHEDULE V'
'& BUILT-UP CORNER STUDS 16D 5170.0, 11. TIE TOPS OF ALL FOUNDATION WALLS SHALL BE SMOOTH AND LEVEL 72. DESIGN PRESSURES PER 2012 EC,U.O.N.: C4
'7. NAJUNG SCHEDULE AND THE STRUCTURAL DETAILS ARE BASED ON THE USAGE OF'COMMON.WIRE 12. TIE TOPS OF FOUNDATION WALLS SHALL BE CONSIDERED LEVEL WHEN THE MAXIMUM DEVIATION 72.1.ALLOWABLE FOUNDATION BEARING:1500 PSF INDICATES POST/COLUMN•SEE COLUMN SCHEDULE
NAILS,EXCEPT TEAT 162 ESKER'NAILS(0148OA.X3110/MAY BE USED WHERE 160I0 SPECIFIED. FROM GRADE IS t1/B NCH AND THE DEPRESSION BETWEEN HIGH SPOTS S NOT GREATER THAN I/8 7.2.2.ACTIVE EARTH PRESSURE 35 PCFSHTGq INDICATES STRUCTURAL SHEATHING AND STRONG AXIS SO■OO
'8. F"GUN'NAILS ARE USED,THE CONTRACTOR SHALL SUBMIT NAIL DATA FOR REVIEW PRIOR TO INCH ALONG A 10 FOOT STRAIGHT EDGE. 7.2.3.PASSIVE EARTH RESISTANCE:200 PSF/FT SPAN ERECTION.SEE SHEATHING
SHEATHINGS
SCHEDULE
BEGINNING CONSTRUCTION. 7.2.4.COEFFICIENT OF FRICTION(SLIDING)025
TYPICAL NAILING SCHEDULE FOUNDATION GENERAL NOTES STRUCTURAL DESIGN CRITERIA•2014 OREGON STRUCTURAL SPECIALTY CODE DRAWING LEGEND
PREPARED FOR:
REBECCA VENABLE
14054 SW SPRINGBROOK LN.
:_
�_ _u____u__y__ __u__u__1-_.,_24 TIOARD,OR
M '
+
inEOPROP..
- (E)TRELLIS(NIC) /
a 'I OREGON
___ _
° MANUFACTURED COMMON TRUSSES ° l
' (BY OTHERS)@24"OC,TS P.CLAD IN '4 SIMPSON CS16 CONTINUOUS STEEL STRAPPING
POLYCARBONATE ROOFING PANELS BY - INSTALLED OVER 2X4 FLAT BLOCKING BETWEEN -.
OTHERS INSTALLED PER `-- TRUSS TOP CHORDS.FASTEN ALL HAIL HOLES
6X6 POSTS,TVP.(4) MANUFACTURERS SPECS. FIRST IT EA.END OF CS16 ANO THEN 2 NAILS
PLACES w'SIMPSON "IIT THEREAFTER,TYP.
CCM POST CAPS ,i g
SYS' COMB.24F-V4 GLULAM / W te O
PROTECT FROM WEATHER OR C
PRESSURE TREATED,TYP.INSTALL IN ` ill S n
1 ONE PIECE,NO BREAKS, - ■ ii
(� 0 vW >W3
2 2
_� ONTO OP PLYWOOD
ING DIAPHRAGM
GMwN W Q o- ~
ONTO PLYWOOD DMPHPAGMwl2X4 �
MANUFACTURED COMMON TRUSSES - , FLAT BLOCKING ` A
(BY OTHERS)@WTSP.SHEATH F W
YAI PLY•NAIL PANEL EDGES (x115 COMB,24E44 GLULALI. m=_g g
:URd@6'OC AND FIELDS w/Bd@1TOC PROTECT FROM WEATHER OR S i S
, PROVIDE ONE PLY CLIP PER SPAN AT - PRESSURE TREATED.TYP.INSTALL IN T
UN-SUPPORTED EDGES,TVP, ONE PIECE NO BREAKS.
_ _a/� H
i _ 111=------M"...=--
.2.2----,—. 1 .--
T SEPERATION FROM(E)
RESIDENTIAL STRUCTURE.SEE
ARCH. IU
0
CL
` O PORCH ROOF FRAMING PLAN W
p-1b•
Pi
Z N
0,
W gg
M 8d813C TSP CONT.BLOCKING BY
., '� TRUSS MANUFACTURER Q d
i(E)TRELLIS(NAL.)FIELD VERIFY
id1 MANUFACTURED ROOF
pi TRUSSES BY OTHERS W I-
SIMPSON A23, Z
TENR.EA. re .1
TRUSS.FASTEN An TO Y
11 GLULAM BEAM w/SIMPSON
2 0 SD3X214'SCREWS W
Et
CONTINUOUS GLUTAM J m
BEAM PER PLAN
(�®]�( ( CO
Z
\ J
COLUMN&COLUMN
CAP,SEE PLAN AND .. a
CONCRETE PATIO SLAB,BY OTHERS. DETAIL II- h
Zy
avz>
606 P.T.HEL4.FIRI2 POST N PLAIN W V
4O
CONCRETE POST FOOTING.SEE V
TVP,POST FOOIRJGDETAIL.11-,
TYPICAL(4)PLCS a-
OPORCH ROOF FRAMING DETAIL ISSUED FOR
CONSTRUCTION
kd'.1'J
0.111
_.1 REVIONSREVISIONS:
6X6 P.T.HEM-FIFO/2 POST EMBEDDED FULL
DEPTH IN UN-REINFORCED AUGERED CONC. Cl)
FOOTING.TREAT CUT ENDS wI WOOD Z
PRESERVATIVE,TSP..
- CONC.PATIO SLAB BY OTHERS
11=1 1 1E1 131.
1 '1=1=1 ♦ I I=III (4)N4 BARS TO ANCHOR TOP J CO
=1I HI II 4 III' OF FOOTING TO SLAB. g J
V — = ... —=- DEGRSPACEES AROUNDLLY SO
BA
--III 111- M COLUMNS,
RASE OF
''III. 5 ° IN I 12
I2 (� W
I_III ' 1 , IIID ce0
III,' .- CO Q
BOTTOM OF P0510 501100 OF CONC. 00
O PORCH ROOF FOUNDATION PLAN
U�
A '•°'''"' TYPICAL POST FOOTING DETAIL ■
wr=ra