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GENERAL STRUCTURAL NOTES
(THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON TIE PLANS)
CRITERIA
I. ALL MATERIALS, WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL CONFORM i0 THE
DRAWINGS, SPECIFICATIONS W TIE INTERNATIONAL BUILDING CODE (2015 EDITION).
2. DESIGN LOADING CRITERIA:
FLOOR LIVE LOAD (RESIDENTIAL) .................. 40 PST
RDOF SNOW LOAD (Pf) ....................... 25 PST
WNW.
BASIC WIND SPEED (3-SECOND GUST) ................ 110 NPH
WIND IMPORTANCE FACTOR (1w)..................... 1.0
WIND EXPOSURE ............................ B
TOPDGRAPHICAL FACTOR (Kzt) .....................1.00
EARTHQUAKE:
LAT. / LONG . . . . . . . . . . . . . . . . . . . . . . 47.940 /-122.337
SEISMIC IMPORTANCE FACTOR (I.) ................... 1.0
SESMIC USE GROUP ........................... I
MAPPED SPECTRAL RESPONSE (Ss/St).............. 1. 31g/0. 519
SPECTRAL RESPONSE COEF. (SOS/SD1) ............. 07, 51g
SEISMIC FORCE RESISTING SYSTEM .......... PLYWOOD SHEAR WALLS
DESIGN BASE SHEAR ........................ 7. 53W
SEISMIC RESPONSE DEFICIENT (Cs) ................. 0.134
SESMRESPONSEDESIGN CATEGORY.. i ..................... D
RESPONSE MODIFICATION FACTOR (R) .......: fi.5
ANALYSIS PROCEDURE ............. ..EOUIVALENi LATERAL FORCE
REFERENCE: USGS NATIONAL SEISMIC HAZARD MAPPING PRDJECL NOR DATA
3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL
DRAWINGS FOR BIDDING AND CONSTRUCTION CONTRACTOR SHALL VERIFY DIMENSIONS
AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY
DISCREPANCIES PRIOR TO CONSTRUCTION.
4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CON-
DITIONS PRIOR TO COMMENCING ANY WORK. ALL DIYERS1016 DE EXISTING CON-
STRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND OUST
VERIFIED. CONTRACTOR SHALL DETEINIE THE LOCATION OF ALL ADJACENT
UNDERGROUND UTILITIES PRIOR TO COMMENCING EXCAVATION THE CONTRACTOR SHALL
BRING ALL CONFLICTS AND DISCREPANCIES TO THE ATTENTION OF THE ARCHITECT
AND STRUCTURAL ENGINEER.
5. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY
DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION
AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. EXISTING
REINFORCING SHALL BE RETAINED UNDAMAGED WHERE NOTED ON THE PLANS.
DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING
STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON
EXISTING FLOOR SYSTEMS TO 40 PSF. ALL NEW OPEN NGS
THROUGH EXISTING
CONCRETE OR MASONRY BOLLS, SLABS AND NEW SHALL BE ACCOMPLISHED BY SAW
CUTTING WHEREVER POSSIBLE
6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND
STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN
ACCORDANCE WITH THE PLAN£
7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE
METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK.
THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL
AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE
SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CON-
TRACTOR THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE,
CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OVER, CON -
CONTRACTOR% ON OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
& SPECIAL INSPECTION OF EPDXY GROUTED INSTALLATIONS SHALL BE PROVIDED IN
ACCORDANCE WITH SECTIONS 109 AND 1704 DE THE INTERNATIONAL BUILDING CODE
AND THE PROJECT SPECIFICATIONS BY A DUAL IF]ED TESTING AGENCY DESIGNATED
BY THE ARCHITECT, AND RETAINED BY TIE BUILDING OWNER THE ARCHITECT,
STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH
COPIES OF ALL INSPECTION AND TEST RESULTS.
BEOTECHNICAL
9. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE
ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER. IF
SOILS ARE FOUND i0 BE OTHER THAN ASSUMED, NOTIFY TIE STRUCTURAL ENGINEER
FOR POSSIBLE FOUNDATION REDESIGN
FOOTINGS SMALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18' BELOW ADJACENT
FINISHED GRADE. ONLESS NOTED OTHERWISE, FWTIN6S SHALL BE CENTERED BELON
COLUMNS OR WALLS ABOVE BACIEILL U]IIND ALL RETAINING WALLS WITH FREE
DRAINING, GRANLLAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE.
ALLOWABLE SOIL PRESSURE .......... I' PST
LATERAL EARTH PRESSURE ........... 35 PCP
CONCRETE
10. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORD-
ANCE WITH ACI 301. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF F' C = 2,00
PSI AHD MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC
YARD AND SHALL BE PROPORTIONED i0 PRODUCE A SLUMP OF 5' ON LESS
THE YINIMM AMOUNTS OF CEMENT AND MAXIMA AMOUNTS OF WATER MAY BE CHANGED
IF A CROC E PERFORMANCE MIX IS SUBMITTED TO THE STRICT AL ENGINEER AND
THE BUILDING DEPARTMENT FOR APPROVAL TWD WEEKS PRIOR TO RACING ANY CON-
CRETE. THE CONCRETE PERFORMANCE NIX SHALL INCLUDE THE AMOUNTS OF CEMENT,
FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CE-
MENT RATIO, SLUMP, CONCRETE YIELD AND ABSTANTIATING STRENGTH DATA IN
ACCORDANCE WITH ACI 301. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF
RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH
CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY
FOR SPECIFIED PERFORMANCE
ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -
ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND
C618. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 19.3.2.1 OF THE
ACI 31&
11. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1),
GRADE D, FY = 60, 000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185.
12. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORD-
ANCE WITH ACI 318. LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS
OR 2'4 MINIMUM. PROVIDE COINER BARS AT ALL WALL AND FOOTING INTER-
SECTIONS. LAP CORNER BARS 40 BAR DIAMETERS OR 2'-0' MINIMA. LAP
ADJACENT MATS OF MELDED WIRE FABRIC A MINIMUM OF 8' AT SIDES AND ENDS.
13. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS
A. FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE ...3'
B. ALL OTHER SURFACES ................ 1 1/2'
14. NON -SHRINK GROUT SHALL BE FINISHED BY AN APPROVED WNFACTURER AND
SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH TIE MANUFACTURER'S
PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO
THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM).
ANCHORAGE
15. EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE (ROUTED WITH
'SET -OP' HIGH STRENGTH EPDXY AS MANUFACTURED BY THE SIMPSON COMPANY
AND INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2508.
WOOD
16. FRAYING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CO!-
FOBLANE WITH NCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17,
LATEST EDITION FURNISH TO THE FOLLOWING MINIMUM STANDARDS:
JOISTS: (2X MEMBERS) HEY -FIR NO. 2
MINIMUM BASE VALUE, FB = 8D PSI
(3X 8 4X MEMBERS) DOUGLAS FIR NO. 1
MINIMUM BASE VALUE, FB = 1000 PSI
STAUCTRIAL LIGHT FRAYING: DOUGLAS FIR NO. 2
(INCL. 3X AND R POSTS) MINIMA BASE VALUE, FIT = 900 PSI
BE AND STRINGERS: DOUGLAS FIR NO. 1
(INCL. 6X AND LARGER) MINIMUM BASE VALUE, FB = 1350 PSI
POSTS AND TIMBERS: DOUGLAS FIR NO. 1
(6X6 AND LARGER ) MINIMUM BASE VALUE, FC = TWO PSI
STUDS, PLATES A MISC. FRAMING: DOUGLAS FIR OR REM -FIR STANDARD GRADE
2X6 STUDS AND PLATES: FEY -FIR NO.3/ STD GRADE
2X AND 3X T W G DECKING HEM -FIR COMMERICAL DEX,
MINIMUM BASE VALUE, FB = 1350 PSI
17. PLYWOW SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II,
EXTERIOR UHE IN CONFORMANCE WITH APA STANDARDS. ORIENTED STRAND
BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND SPAN RATING MAY BE
USED IN LIEU OF PLYWOOD.
A. ROOF SHEATHING SHALL BE 1/2' (NON) WITH SPAN RATING 24/0.
B. FLOOR SHEATHING SHALL BE 3/4' (NDY.) WITH SPAN RATING 40/20.
C. WALL SHEATHING SHALL BE 1/2' (NON) WITH SPAN RATING 24/0.
REFER TO WOW FRAYING NOTES BELOW FOR TYPICAL NAILING.
18. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSUM-
TREATED WITH AN APPROVED PRESERVATIVE OR 2 LAYERS OF ASPHALT IMPREGNATED
BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOW AND CONCRETE OR
WSW. ALL WOOD EXPOSED TO WEATHER WITHOUT THE ADEQUATE PROTECTION OF
A ROOF OR EAVE SHALL BE AN APPROVED WOOD OF NATURAL RESISTANCE TO DECAY
OR PRESSURE TREATED. SUCH MEMBERS INCLUDE HORIZONTAL MEMBERS SUCH AS
GIRDERS, JOISTS, AND DECKING; OR VERTICAL MEMBERS SUCH AS POSTS, POLES,
AND COLUMNS,
19. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE 'STRONG -TIE'
BY SIIPSON COMPANY, AS SPECIFIED IN THEIR MOST RECENT CATALOG. EQUIVALENT
DEVICES BY OTHER MAN.FACTURERS WY BE SUBSTITUTED, PROVIDED THEY HAVE MCC
APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF
FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN
ACCORDANCE WITH THE MANUFACTURER S RECOMMENDATIONS. WHERE CONNECTOR STRAPS
CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER.
ALL BOLTS IN WOW MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS
UNDER THE HEADS AND NOS OF ALL DOLTS AND LAG SCREWS BEARING ON WOOD. UN-
LESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON ALL SHIMS SHALL BE SEA-
SONED AND DRIED AND TIE SAME GRADE (MINIMUM) AS MEHOERS CONNECTED. HANGERS
IN DIRECT CONTACT ITIIN PRESERVATIVE -TREATED WOOD SHALL BE EITHER STARLESS
STEEL (SST300), POST DOT -DIPPED GALVANIZED(FDG) OR GALVANIZED WITH A MINI -
OUR OF 1.850Z ZINC PER SQUARE INCH (ZMAX). UNLESS NOTED OTHERWISE, ALL
LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH'LU5' SERIES JOIST
HANGERS, AND ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH 'ITT'
OR 'IUT' SERIES JOIST HANGERS.
20. NAILS - NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING
SPECIFICATIONS:
SIZE LENGTH DIAMETER
6D 2' 0.113'
BD 2-1/2' 0.131'
10D 3' 0. 148'
12D 3-1/4' 0. 148'
16D 3-1/2' 0. 16Y
IF CONTRACTOR PROPOSES TIE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT
NAIL SPECIFICATIONS i0 TIE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION)
FOR REVIEW AND APPROVAL. NAILS SHALL BE DRIVEN FLUSH TO FACE OF
SHEATHING WITH NO COUNTEft51WING PERMITTED.
21. WOW FRAYING NDTES-TIE FOLLOWING APPLY UNLESS OTHERWISE DOMW
A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED
TO THE MININAI STANDARDS OF THE INTERNATIONAL BALDING CODE. MINIMUM
NAILING, IILESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304. 10.1 OF
THE INTERNATIONAL BUILDING CODE, UNLESS NOTED OTHERWISE, ALL NAILS
SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS
WITH MECHANICAL AM ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER
THE HEADS AND NITS OF All BOLTS AND LAG SCREWS BEARING ON WOW.
B. WALL FRAMING: All STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE
2X4 STUDS @ 16' O.C. AT INTERIOR WAILS AND 2X6 @ 16' O.C. AT EXTERIOR
WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS
AND AT EACH SIDE OF ALL OPENINGS TW0 2X8 HEADERS SHALL BE PROVIDED
OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID B.00KING FOR WOOD CDL-
UINS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. WALLS SHALL
HAVE A SINGLE BOTTOM PLATE AND A DOURL TOP PLATE. END NAIL TOP PLATE
TO EACH STUD WITH TWO 160 NAILS, AND TOENAIL OR END NAIL EACH STUD TO
BOTTOM PLATE WITH TWO 1D NAILS. FACE NAIL DOUBLE TOP PLATE WITH 1D
AT 12° O. C. AND LAP NINIYJY 4'-O' AT JOINTS AND PROVIDE SIX I6D NAILS
AT 4' B C. EACH SIDE OF JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER
WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 160 NAILS AT 12' O.C.
STAGGERED D RULED i0 CONCRETE WITH 5/8' DIAMETER ANCtDR BOLTS (WITH
7' MINIMUM EMBEDMENT)@ 4'-0' O.C. UNLESS INDICATED OTHERWISE IND VI -
DUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH
16D 0 12' D.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDUE
FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE
GYPSUM WALLBOARD ON INTERIOR SURFACES WILED TO ALL STUDS, TOP AND
BOTTOM PLATES AND BLOCKING WITH NAILS AT 7' O.C. USE 5D COWER NAILS
FOR 1/2' CRAB AND D COWER NAILS FOR 51W ONE. WHEN NOT OTHERWISE
NOTED, PROVIDE 1/2' (NON.) APA RATED SHEATHING (SPAN RATING 24/0) ON
EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES),
TOP AND BOTTOM PLATES WITH D 0 6' D. C. AND TO ALL INTERMEDIATE STUDS
AND BLOCKING WITH BO @ 12' O.C. ALLOW 1/8' SPACING AT ALL PANEL EDGES
AND ENS
C. FLOUR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS AROUND ALL OPENINGS IN
FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL
BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 1D NAILS ATTACH
TIMBER JOISTS TO FLUSH HEADERS OR BEAM WITH METAL JOIST HANGERS IN
ACCORDANCE WITH TIMBER CONNECTOR NOTE NAIL ALL WLTI-JOIST BEAMS TO-
GETHER WITH 16D 0 12' 0. C. STAGGERED. UNLESS OTHERWISE NOTED ON THE
PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID IF WITH STRENGTH AXIS
PEFRENDIOILAR TO SUPPORTS AND NAILED WITH BO NAILS @ 6' O.C. TO FRAMED
PANEL EDGES AND OVER SRO WALLS AS SHOWN ON PLANS AND 0 12' O.C. TO
INTERMEDIATE SMPDRTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED
BETWEEN JOISTS/IRUSSES AT UIBLOCKED ROOF SHEATHING EDGES. ALL FLOOR
SHEATHING EDGES SHALL HAVE APPROVED TONGUE-AND-0RVE JOINTS OR SHALL
BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8' SPACING AT ALL PANEL
EDGE AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL BLOCKING TO
SUPPORTS WITH ID 0 12' O.C. UNLESS OTHERWISE RATED. AT BLOCKED FLOOR
AND ROOF DIAPHRAGS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD
PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED.
HV
D(5
Roberson Remotlel
GENERALSTRUCTURAL
NOTES
S1.0
®I ROOF FRAMING PLAN MAIN FLOOR WALLS
S20 ams-Yd
FRAMING/FOUNDATION PLAN NOTES
I. SW_ DAICATES SNFAAW T TYPE US
WICAL HEMw AEFER ro R IM. FOR!
ARCH ENR A DRA CGG IN W 3E
ARCNIIECNRAL NtANNCS FOR IDRIn0NA1
waLL MFGNAnaN.
2 REFER TO GENERN SIAUCNRN NOTES IN
ROOK OR ROOF SHEATHING TYPE, 1HIDRESS,
AND NADAL
1 CIXUWS SHAL N DWBLE S NS YINN A
UNLESS NOTED DTHERWISL 3E II/53.o.
4. AT ALL SNEMWALLS PRWNE WHINE TOP
PLATES AND SPUM PER 12/53A
S CS_ MNICATES CNUD STRAP TINE PER
SDEODIE 1/53.0. RNTN ro RTNLS FTR
TYPICN STRAP ASSEMBLY.
I. POSTS D. IN0. M. ENDS OF Na —MFS,
SHALL N (2)M UNLESS N0TED UMERWFSE
J. WIa NEW COH RETE NALLS OR f00TI.
ABUT ETL CONCRETE, PR VICE DNELS F4 x
i-0' M WEIH NLRB REM-CING EMBED
5' IN EPDXY MT.
E SEE 10/SID FTNf IWIIX HGDOAN
IEOUREMENrs AT CINDETE WNLS AND
FDou
®D FOUNDATION PLAN
szD .N. /t•ra
CC165 FWT CW
rmxMACTOR ro wMY
5 a LEC0R0 PRIOR 5
ti ro �jo To caxsmurnaN
15A5
S 9 fim_ _66 _ _
h
E%IENO NAM
DEEND BENT
01ER SM
01PR SW
d
E% JOIST
E%. JOIST
W lfi'a�
MI
d�
o FRAMING PLAN BASEMENT WALLS
2S20 MtAIN FLO
i-oOR
®
LEGEND
I
SPAN
NEW STMCNRAL WALL
J
DISRNG STNCn.RAI WALL
DIDE
.:.:,.
�L
BASTING 0MOREIE WALL
%
Ncnw DRan
�+
PL-MAEHE
NA AT DID OF SHEARWAU. ALL ABOW
(ta)
nuEH NAM
(PI)
PRESSURE-lAFA1FD �'
sTRAP HOLDV AT
MDOF SHEARMLL AB01E
..
COLUYN ABOVE 0
COLUYN NLON
HV
0
o
Q TA vnLKV
o �
9A1 E'"
6/19/20
NOTE!! FXISnNC fNANING EEM6EAS AS INDICATED ON THIS PLAN AN'
ASS NED FOR RESIGN PURPOSES ONY. HARRIOTT VALENTINE ENGINEERS
SHNL NOT BE HDD LIABLE FOR MEN/512E T arsu C Yamas
AS CALLED GI IRIS PUN. EDSTING MENNRS SNNL BE MW AHI
ARMED M STRUCTURAL MNEER R REM RUNro CGISAAICTMI.
+
RaM —. Remodel
PLATE NAILING PER
SHEAAWALL SCHEDULE
Ed 0 6"oc OUTRICCAtS 2x4 0 2r.
TO BLOCKING M1H (3) 164 i0 RAFTER 6HEARWNL PER PLAN BOOR SHEATHING NAILING
PER PLAN
7RIM TONGUES AND/OR
GRDOVES AT EDGE OF [(3) IN BOX EACH
SHEATHING SIDE OF BLOCKING
(3) 16d �(3) 16dJOISTS PER PLAN
FATENAIL AT BLOCK
AT BARGE
RATTER RAFTERS
PER PLAN
NOTCH END RATTER BEAM PER PLAN
OVER WALL FOR 7BAY
LOCK ONE RATER
OUTRIGGERS 0 46'ac FARM( ONE BAY F.U.-
DEPTH 0 48". -
SHEARWALL PER PLAN 35 PER SW SCHEDULE FIT TIGHT TO JOIST ;OOF, ;F,
RMAIN FLOOR, AND
SHEARWALL PER PLAN LTP4 N/ SPACING FOUNDATION PLANS
TO MATCH A35
PER SW SCHEDULE 3/4" = P-O" 4 3/4" = 1'-O" 5 `� S
2.O
0 O
a
0
'dBt1151d��1:�9k1�1
ABA SERIES POST BASE
1 RUNT.
EI/1-1/1Y % 8' LT
WITH
(H 4' � VERT. T. L 1 ANCHOR BOLT
wN4RA]
EnW -1 �w. o-
Prged Manager K. ieumae
2066243]80 r2g
SSK-03
4122]20 -41f6120,
RAFTERS PER PLAN
W/ A34 TO BEAM
BEAM PER PLAN
sraM. va la��
Prgect Manger Kenn reucniae
206d2H]80 r22
SSK-01
4122I20 -4H6/4AL
PER PLAN
Ewenn aeoreeem o m�i
Prq-MeneOer. berm reucniae
206d2H]00 e22
SSK-02
4I22I20 -41 90/ .
J3
LLI N
CHm
Owo
f Lu
LU
N �
Z=H
OFo
NNZ
. O
LU
m N W
ON
A
ii ii ii IIII�
II II II II
SKARWALL PER PUN - II II II
II II II � I
II II II PROVIDE HALF OF SPECIFIED
II II II ---NAILS IN EACH�END LENGTH
II II II : I
-JL____LL____1
-------------
_,r____R___ TI n Zr
II II II � I ' II II
PROVIDE1%. MIN. END
II II II $ DISTANCE FOR NAILS
A
SIEARIWAll PER PLIAIN II
II III CSI6 STRAP N (26)
I I I I I I III Bd (0.131"0) x
III NAILS ./ 2'/NB' SPACING
II II II III II II
II II II III II u
TYPICAL STRAP HOLDOWN AT FLOOR
3/4" = 1'-0" 1
SHEATHING PER SW
SCHEDULE
ONE—SIDED
SHEARWALL
SHEATHING PER SW
SCHEDULE
TWO—SIDED ® STAGGIt ANCHORS
SHEARWALL AT TWO-SIDED
SHEARWALLS
ANCHOR BOLT WITH PLATES —SHEATHING PER W
WASHER PER W SCHEDULE SCHEDULE
(0.229'x Y SQUARE)
TYPICAL SHEARWALL ANCHOR BOLT PLACEMENT
1-1/2" = 1'-O" 2
II I
SHEARWALL Ij (PLAN VIEW)
PER IPLAN
I II
II
12"0 PLINTH, REINF. WITH COLON PER PLAN
II - (6) 14 INTI AND LIES (PRESSURE -TREATED
13x 03
CB66 POST BASE
(4) /4 EACH WAY
BOTTOM —EX SLAB -OM -GRADE
BLOCK ONE BAY IllLL ` STRAP PER PLAN -
-DEPTH 0 48'« 0/ WRAP UNDER BEAN L
2x RIMBOARD - FIT AND UP OPPOSITE
TIGHT TO JOISTS FACE OF HRAM
i i,C s
(SECTION) BEAM PER PLAN
TYPICAL STRAP AT BEAM (PARALLEL)
3/4" = 1'-0' 5
SHEARWALL PER PLAN
/4 0 16"oc VERT.
(CENTERED)
24 P.T. PLATE WITH /1 010'oc NOR
SW'SCHEDULE BANCHOR OLTS ocED [(2) AT TOP OF WALL]
ELSEWHERE) �EX SLAB -ON -GRADE
DRAINAGE PER
-
ARCHITECTURAL
14 CONT.
3/4" - V-0' 9
HODDOYN PER PLAN N/—
(20) '/4'0 x 2'/2 SCREWS,
CENTER ON STEMWALL BELOW
3/4" = V-0" 6
PER PLAN
SLAB -ON -GRADE
�7/6"0 A35 ALL -THREAD
/ HEAVY HEX NUT,
FOOTING PER 9/53.0 PROVIDE 8' MIN FROM
END OF FOOTING
3/4" = 1'-O" 10
SHEARWALL SCHEDULE (NOT ALL USED ON PLANS)
HV
MAW
SHEATHING'
STUDS AT
ABUTTING
PANEL
IOGES2
PANEL EDGE
NAILING A
RIM JOIST OR BLOCKING TO TOP PLATE
BOTTOM PLATE ATTACHMENT
SOLID RIM
TJI RIM
BOTTOM PLATE TO
RIM JOIST BELOW4
ANCHOR BOLT
TO CONCRETE'
SILL PLATE
AT FOUND.
SWI
15/327 CDX PLYWOOD
2x
8d 0 6'«
A35 0 24"«
16d 0 6'ac
161 0 6'«
'/W'0 0 48"«
2x
SW2
15/3Y CDX PLYWOOD
2,
Sd 0 4"«
A35 0 Lem
16d 0 4"a1
I6d 0 4'«
'/d0 0 32"«
2x
SID
15/3Y CDX PLYWOOD
3x
Sd 0 3"«
A35 0 1Yoc
N/A - USE SOLID RIM
IN 0 Y.
WO 016'«
2N
SW4
15/327 CDX PLYWOOD
3x
8d 0 Y«
A35 0 9'oc
N/A - USE SOLID RIM
I61 0 2'«
WO 012'«
2,
SW5
15/327 CDX PLYWOOD BOTH SIDES
3x
Bd 0 Y.
A35 0 ebc
N/A - USE SOLID RIM
(2) ROWS 16d 0 3'«
3W"0 012'«
3,
SW6
15/327 CDX PLYWOOD BOTH SIDES
3x
I Sd 0 Y«
I A35 0 41/2'oc
1 N/A - USE SOLID RIM
(2) ROWS 16d 0 2"«
1 5/W"0 012'«
3x
1. WALL SHEATHING SHALL CONSIST OF APA RATED PLYWOOD WITH SPAN RATING 24/0. ALLOW '/B' SPACING AT All PANEL EDGES AND ENDS OF PANELS. 7/16" APA RATED
SHEATHING (OSB) MAY BE USED IN PLACE OF 15/32' CDX.
2 STUDS AT ABUTTING PANEL EDGES MAY CONSIST OF (2)2x STUDS IN PLACE OF 3x STUDS - NAIL (2)2x STUDS TOGETHER WITH BOTTOM PLATE ATTACHMENT NAILING
3. BLOCK ALL PANEL EDGES W/ 20 RAT, ATTACH W/ PANEL EDGE NAILING. TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS END STUDS SHALL
RECEIVE PANEL EDGE NAILING. INTERMEDIATE STUDS SHALL BE 2x STUDS NAIL SHEATHING TO INTERMEDIATE FRAMING MEMBERS WITH 8d 0 12"«.
4. 81 NAILS SHALL BE 0.131' DIAMETER x 21/2" (COMMON). 16d NAILS SHALL BE 0.135' DIAMETER x 31Y2' (BOX)L
5. ANCHORS TO CONCRETE SHALL CONSIST OF CAST -IN -PLACE ANCHOR BOLTS, EXPANSION BOLTS, EPDXY GROUTED ALL -THREADS, OR TITER NO HEAVY DUTY SCREW ANCHORS
CASs -IN -PLACE ANCHOR BOLTS HAVE A 7' EMBED AND SHALL BE ,FBOLTS OR SHALL HAVE A HEX NUT AT THE BOTTOM END. EXPANSION BOLTS SHALL HAVE 5 EMBED AND
SHALL NOT BE USED AT STEM WALL LOCATIONS WITH EDGE DISTANCE LESS THAN 5' (INSTEAD, USE EPDXY GROUTED ALL -THREADS OR TITEN HD ANCHORS) EPDXY GROUIED
ANCHORS SHALL HAVE Y EMBED AND 2'/2' MIN. EDGE DISTANCE TITER HD ANCHORS SHALL HAVE 3'YR' EMBED AND 04 MIN. EDGE DISTANCE AT ALL ANCHOR BOLTS,
PROVIDE STEEL PLATE WASHERS THAT ARE A MINIMUM OF 0.229' (3 GAUGE) x Yx Y (SIMPSON BP5A-3 OR SIMILAR). PLACE BOLTS PER ANCHOR BOLT PLACEMENT DETAIL.
SHEARWALL PER PLAN PANEL EDGE NAILING BLOCKING (OR JOIST) TIAN
1OM PLATE NAILING
PER SW SCHEDULE PER FLOOR AND ROOF W SCHEDULE
DETAILS
NAILING TO MATCH NAILING TO MATCH JOISTS PER PLAN
BOTTOM PLATE NAILING NOTION PLATE NAILING JOISTS
VARIES)
PER SW SCHEDULE PER SW SCHEDULE
PANEL EDGE NAILING FULL DEPTH BLOCKING PLATE CONNECTION
SHEARWALL PER PLAN PER SW SCHEDULE (OR RIM AT EXTERIOR) W SCHEDULE
EL EDGE NAILING
SHEARWALL PER PLAN NAILING TO MATCH BLOCK ALL PANEL EDGES W SCHEDULE
BOTTOM PLATE NAILING
PER SW SCHEDULE HOR BOLTS k WASH'
SILL PLATE PER W W SCHEDULE
sa mu E
EL EDGE NAILING
W SCHEDULE
INTERSECTING PANEL EDGE NAILING
NON-SHEARWALL PER SW SCHEDULE •'� °q ,.
TYPICAL SHEARWALL INTERSECTIONS TYPICAL SHEARWALL SECTION
3/4" = 1'-0"
TYPICAL DOUBLE TOP PLATE
PLAN
MULTI -STUD PER PLAN WITH
NAILING PER GEN. NOTES
TYPICAL MULTIPLE —STUD POST CONSTRUCTION
3/4" = V-0" 1 1
(8) 16d 0 4'« STAGGL
EACH SIDE OF SPLICE
(I6d 0127« ELSEWHERE)
CENTER SPLICE OVER STUD
STRUCTURAL DETAILS
6-Cl N. WN. BETWEEN SPLICES
TYPICAL TOP PLATE SPLICE CONSTRUCTION
3/4" =1'-O" 12 S3.0
C
i
0
0