HomeMy WebLinkAbout1314 O St Technical - BuildingTECIINICAI,
PLAT 112795G
Suntel Home Design
In return for payment of a one -time fee, euh Designs Engineering, Inc. grants
you a limited license to use the Analysis to construct one single house a the address shown
below
Site Location Lot 3 Rolling Hills, Port Angelos, Washington
Copyright 8851 (please refer to this number when requesting customer support)
NOTICE- If the Building Department accepts the Analysis without an engineer's
original "wet- stamp" seal signed with red ink or for different site location than shown above,
then it is agreed that such Building Department accepts total liability out of or in connection
with this Analysis.
AND
CAN NOT BE USED
FOR.
CALCULATIONS, SHEAR SHEET, L -SHEET VALID ONLY WITH
ORIGINAL STAMP HERE AND DIGITAL STAMP ON PLANS
41die/i. DESIGNS ENGINEERING,. INC
12560 N W Welsh Dr
Portland, OR 97229
(503) 533 -5100
AFTER
DECEMBER 2006
Designs Engineering, Inc.
LIABILITY LIMITATIONS
INDEMNIFICATIONS BY BUILDING DEPARTMENT
OWNERSHIP OF DOCUMENTS
Project: Catalina -G
File 112795G- 100D -D2 -WA
Client: Suntel Home Design
SEISMIC ANALYSIS FOR ZONE D2
By RF Sheet No
Date 7/2005
Job No 1843 11
ANALYSIS
ANALYZE BUILDING FOR ONLY WIND SEISMIC FORCES
According to the
2003 INTERNATIONAL BUILDING CODE
WIND ANALYSIS FOR EXPOSURE "D" 100 MPH (3 -sec Gust)
Building Department agrees to defend, indemnify and hold harmless FDE from any loss, costs, damage,
expense, including attorney fees upon trial or appeal, for liability arising out of or in connection with
FDE's Analysis unless Analysis is used for specific site location shown on cover naae and contains an
orminal enaineer's "wet- stamp" seal signed with red -ink (no photocopy allowed).
I
eF Designs Engineering, "FDE was retained in a limited capacity for this project. Design is
based upon information provided by the Client, who is solely responsible for accuracy of same No responsibility
and liability is assumed to FDE for items beyond that shown on these sheets. No construction observations nor
soils investigations performed by FDE
All documents produced by FDE shall remain the property of FDE and shall not be used unless accompanied by ar
original engineer's wet -stamp issued from FDE
w.
Designs Engineering, Inc
FLOOR
LINE I
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Project: Catalina -G
File 112795G 100D -D2 -WA
Client. Suntel Hoene Design
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SCALE 1/8' T-O'
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By RF Sheet No
Date 7/2005 2
Job No 1843 1
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Designs .Engineering, Inc
Project. Catahria =G
File 112795G 100D -D2 -WA
Client. Suntel Horne Design
SCALE 1/4' T--0
SCALE 1/8' Y-0'
By RF Sheet No
Date 7/2005 3
Job No 1843 1
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L__CVA 1 >'I
6
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6
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egarliwd/
Designs Engincering, lnL
1
Project Catalina -G
File 11279DG 100D -D2 WA
Client Suntel Home Design
1 1 1 1 1 1 1 1 1 1 1 1
I I I I I 1 F
1 1 1 1 1 1 1
1 1 1 1 1 1 1 1
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By RF
Date 7/2005
Job No 1843
6)
1
I
•I L
I
II II
-1- 11 N 1t
1 -1IP Q 1
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II
a
i f '1 T"I' 1' 1 T T 7 r 'I 7 Ti 1 o
1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 I 1 11 1 1 1 _I_ 1 1 1 1 I 1
1 1� I I 1 1 1 1 1 1,
1 1 1 1 1 1 1 1 1 1 1 1
Shee No
4 4 I 1
Designs Engineering, Inc
WIND ANALYSIS USING 2003 IBC SIMPLIFIED WIND METHOD
Data.
W Total Wind Force Y x Ix P x A Reference 2003 IBC Figure 1609 6 2.1
Zone
A
B
C
D
SIDE WALLS
Zone
Y =15 I =10
FRONT REAR WALLS
Project. Catalina -G
File 11.27950- 100D -D2 -WA
Client Suntel Home Design
Horizontal Pressure
Pa 17 8 psf
Pb 12.2 psf
Pc 14.2 psf
Pd 9 8 psf
By RF
Date 7/2005
Job No 1843
Projected Area
Aa 30 sq ft.
Ab =15 sq ft.
Ac 165 sq ft.
Ad 220 sq ft.
Ilonzontal. Pressure Projected Area
A Pa 17 8 psf Aa 30 sq ft.
B Pb 12.2 psf Ab 20 sq ft.
C Pc 14.2 psf Ac 245 sq ft.
D Pd 9 8 psf Ad 420 sq ft.
Sheet No
11
W Y I (Pa Aa Pb•Ab Pc Ac Pd Ad) W 7 82 x 10 pounds
I
Distribute wind force to roof and second. -floor level
FRw1 Y I (1 0 Pa Aa 1 0•Pb Ab 1 0 Pc Ac 1 0•Pd Ad) FRw1 7 82 x 10 lbs
W Y I (Pa Aa Pb•Ab Pc Ac Pd Ad) W 1.26 x 10 pounds
Distribute wind force to roof and second -floor level
FRw2 Y I (1 0 Pa Aa 1 0•Pb Ab 1 0-Pc Ac 1 0 Pd Ad) FRw2 1.26 x 10 lbs
Designs Engineering, Inc
Weights
Mass Calculations
AlstFloor 2300 ft^2
p =2—
20
Seismic Design Force
FRe E
Project. Catalina -G
File 112795G- 100D -D2 -WA
Client: Suntel Horne Design
SEISMIC ANALYSIS USING 2003 IBC SIMPLIFIED ANALYSIS .PROCEDURE
Data. I =1 0 Sd 1.30 .R 6 5 r 0 45 (worst case)
E Earthquake Base Shear 1 2 p Qe 1 4 1.2 p (Sd W/ 1 4R)
Roof Dead Load 15 psf (Composite Roof Covering)
Partitions 10 psf
Exterior Walls Windows 10 psf (Average)
Mroof 20•Aroof 10 Aroofwall
By RF Sheet No
Date 7/2005
Job No 1843 i I
Aroof 2500 ft ^2 Aroofwall 900ft ^2
Al wall 0 ft ^2
hl• =10ft
Mroof 5 9 x 10 pounds
r V Al stFloor p if (p 1,1, p) p 1 07
E 1.2 p. 1
Sd
4 R Mroof E 1 09 x 10 pounds
FRe 1 09 x 10 pounds
Designs Engineering, Inc
Project: Catalina -G
File 112795G 100D -D2 -WA
Client: Suntel. Horne Design
By RF
Date 7/2005
Job No 1843
INVESTIGATE SHEARWALLS USING PERFORATED SHEARWALL DESIGN APPROACH
Analyze entire brace wall line as a series of perforated shearwall panels using worst -case "maximum opening
height ratio Individual perforated shearwall panels extend between plan discontinuity Overturning for such
panel is calculated by rational analysis. Reference Section 2305.3 7.2 2003IBC
Unadjusted in-plane shear force for brace wall line, FRe 2950#
Percent full height sheathing 8 ft. 16 ft 50%
Maximum opening height ratio 4ft 8 ft 0 50
Shear resistance adjustment factor, Co 0 8 (Ref Shear resistance adjustment factor table)
Amplified in-plane shear, V Unadiusted shear force for brace wall line
Shear resistance adjustment factor x Total length of full- height walls
FRe (Co x L) 2950# (0 8 x 8 ft) 460 plf
Uplift at perforated shearwall ends calculated based on rational analysis (use only 50% of weight
of first individual full height wall segment for dead load)
2/3 average weight of full height wall segments and portion of roof framing, Wd 110 plf
2/3 dead -load reaction at end of shearwall or corner restraint, RI 400#
Uplift at end of perforated shearwalls, Pu Vf x hl Wd x (0 5 L1) R1
460 plf x 8 ft 110 plf x (0 5 x 4ft) R1 3100#
Uplift between wall ends, t V- Wd 460 plf 110 plf 350 plf
Wall bottom plate (1 1/2" thickness) to rrmjoist.
Use 16d common nails (0 162 by 3 1/2 inches)
Lateral resistance 1 33 x 141## 187# per nail
Withdrawal resistance 1.33 x 40 ph x 2 5" 133# per nail
Nails for shear transfer 460 plf 187# per nail 2 4 nails per foot
Nails for uplift transfer (460 -110 plf) 133# per nail 2 6 nails per foot
Net spacing for shear and uplift 2.4" o c.
Sheet No
8/
Rim Borst to wall top plate
Use 16d common nail (0 162 by 3 1/2 in.) toe nailed to provide shear transfer
Lateral resistance 0 83 x 187# per nail x 1 5 nails per ft. 230 plf (150# per nail default maxrmur
for seismic loads) plus Simpson "LTP5" framing clip capacity 630#
Net spacing for shear using LTP5 clip and 16d toenails at 8" o c. 630# (460- 150 24" o c
Transfer of uplift, t, from second floor in this example is accomplished through attachment of second floor
wall to the continuous rim joist which has been designed to provide sufficient strength to resist the induced
moments and shears. Continuity of load path is provided by holdowns at ends of the perforated shear wall
Use Tyne "C" shearwall w/ HTT22 holdowns. 16d at 2 1/2" o.c. sole olate nailing and LTP5 clips at 24" o.c
Designs Engineering, Inc
RI 400
FRe 2950"
HOL.POUJN
Pu 3100"
4 -0' 4 -0'
Segment
P.S.UJ. Segment
WALL HEIGHT
8' -0'
Percent Full Height Sheathing
10%
20%
30%
40%
50%
60`e
10%
00%
SNE�1� FRES1ST4
Project: Rockwall
File #12801- 100B -D1 -OR
Client. Suntel Home Design
P errorated Shear Wall
By RF
Date 7/2005
Job No 1589
ELEVATION OF PEIRFOIRATED SNE4RW4LL
MAXIMUM OPENING HEIGHT RATIO AND HEIGHT
H/3 H/2 I 2H/3 2H/8 N
2' -8' 41 -0' I 5 -4 6 -8' 8'-0'
Shear Resistance Adjustment Factor
1.0 0.69 0.53 043 0
1.0 011 o.56 045 0.38
1.0 014 0.59 049 042
1.0 011 063 053 0.45
1.0 0.80 0.61 0.51 0.50
1.0 0133 011 0.63 0.56
1.0 0,81 011 069 0.63
1.0 0.91 0.83 011 011
ce
\ICE ADJUSTMENT FACTOR
Sheet No
'1 I I
I
Designs Engineering, Inc
INVESTIGATE MAIN FLOOR SHEARWALLS..
Rear Walls
Line A
Front Walls
Line B
Project: Catalina -G
File 112795G- 100D -D2 -WA
Client: Suntel Home Design
Summation of full height walls lengths
Total length of brace wall line
full- height sheathing S TL 100
Diaghragm stress v 0 5
TL
Seismic Shearwall v 1 75 (0 5 FRe)
stress w/ wall aspect L
ratio penalty
FR
Perforated v 0 5 0 8 L
Shearwall stress
Uplift for shearwall length L1 2 ft.
(worst case)
Pu =v9– 5 WdLI –R1
Summation of full height walls lengths
Total length of brace wall line
full height sheathing S TL 100
Diaghragm stress v 0 5 F
Seismic Shearwall v 1 75 (0 5 FRe)
stress w/ wall aspect L
ratio penalty
By RF
Date 7/2005
Job No 1843
L 18 ft.
TL =58 ft.
S 31 03 percent
v 93 58 plf
v 527 69 plf
v 376 92 pif
Weight Wd 110 plf
Rl 400
Pu 2.88 x 10 pounds
L•= 17 ft.
TL 50 ft.
S 34 percent
v 108 55 pif
v 558 73 pif
Shearwall stress v 0 5 FR v 319.28 pif
L
Sheet No
i0/ 11
Use Type "C" Shearwall w/ Type "D" at narrow walls w/ HTT22 holdowns.
Weight Wd 110 pif
Uplift for shearwall length L1 2 ft. Rl 400
(worst case)
Pu v 9 5 Wd L1 R1 Pu 2 36 x 10 pounds 1
Use Type "C" Shearwall w/ Type "1)" at narrow walls w/ HT'T22 holdowns
De.signs Engineering, Inc
Line 1 Walls
Project. Catalina. -G
File 112795G- 100D -D2 -WA
Client. Suntel Horne Design
Shearwall stress v 0 5
FR
08L
Uplift for shearwall length L1 2 ft.
(worst case)
Pu =v9— 5 WdLI —R1
Use Tyne "B" Shearwall w/ HTT22 holdowns
Line 2 Walls Summation of full- height walls lengths
Total length of brace wall line
FR
Shearwall stress v 0 5
0 88 L
Uplift for shearwall length L1 2 ft.
(worst case)
Pu• =v9— 5 WdLI —R1
Use Type "B" Shearwall w/ HTT22 holdowns
By RF
Date 7/2005
Job No 1843
Summation of full- height walls lengths L 31 ft.
Total len.gth. of brace wall line TL 4,0 ft.
full- height sheathmg S 100 S 77 5 percent
TL
Diaghragm stress v 0 5 FR v 156 99 plf
TL
v 253.22 pif
Weight Wd 110 plf
R1 400
Pu 1 77 x 10 pounds
L =30 ft.
TL 32 ft.
full- height sheathing S T 100 S 93 75 percent
Diaghragm stress v 0 5 FR v 196.24 plf
TL
v 237 87 pif
Weight Wd 110 plf
R1 400
Pu 1 63 x 10 pounds
Sheet No
I 1 11
LEN
CJ
DESIGNATES GRID LINE
1
DESIGNATES DETAIL MARK
DESIGNATES SI- IEARWALL TYPE
DESIGNATES HOLDOWN TYPE
(SEE SHEAR SCHEDULE)
DESIGNATES DRAWING NOTE
DESIGNATES HD LOCATION (APPROXIMATE)
Designs Engineering, Inc.
SNE4RUJ4LL SCHEDULE
MARKILUALL COVER FASTENERS PANEL
EDGES
6d WALLED
A 5/8" G.UJ.B. NAIL OR 11/4'
'W" "6 SCREW
/g\ 1/16" A.P.A. 16GA STAPLE 3" O.C.
RATED SHT'G�0.131 X 2 4" O.C.
0.148 "4 x 2 6" 0.C.
1/16" A.P.A,- 0.131 x 2 3" O.C.
RATED SHT'G 0.148" x 2!/4" 4,11 O.C.
F RH. P -NAIL
1/16" A.P.A. 0.148 "4' x 21/4"
RATED SHT'G FULL ROUND- 4" O.C.
EACH SIDE HEAD P NAIL,
1/16" A.P.A. 0.148 "4' x 21/4" 2" O.C.
RATED SI -IT'G FULL ROUND- STAGRD
EACH SIDE HEAD P NAIL,
I- 4OLDOUJN 5CNEDULE NOTES
"X" DESIGNATES SIMPSON PRODUCT
MARK HOLDOWN I FASTENERS
x 2! 3" O.C.
H
RATED SHVG FU EAD P -LL RO NAIL D- ST
1/16" A.P.A. 0.148"
NO
HOLDOWN
REQUIRED
"MS7C40" (18) I6d SINKER
NAILS AT EACH END
"M5TC52" (24) 1601 SINKER
NAILS AT EACH END
"MSTC66" (34) I6d SINKER
\3/ NAILS AT EACH END
"CMSTI2" (43) 16d SINKER
\4j 9' -0 "LONG NAILS AT EACH END
STHD14 (38) 16d
SINKER NAILS
'I -17T22
\6/ -OR- SIMPSON "SST1924"
"HDU 5"
10
"PHD6"
SIMPSON "SST1928"
"1DU -8"
-OR SIMPSON "SSTB28
"1DQ -8"
(15)(16) SIMPSON "SSTB28"
"HD U -II" or W/ 9/64" CUT WASHER
"I- 11- IDQII" 4 HEAVY HEX NUT
(15)(16) 1" DIA. (A36) GALV
11440QI4" ROD EMBED 8" INTO
12" THK. x 21" WIDE
10 -0" LONG FTC.
DESIGNATES SHEAR PANEL
AND HOLDOWN TYPE.
DESIGNATES APPROXIMATE
HOLDOWN LOCATION
4 O.C.
Project. SHEARWALL SCHEDULE By FDE
Location Pacific Northwest Date 3/2006
Client FDE Job No 0000
1
1 1/2" LONG x 1/16" WIDE
STAPLES W/ CROWNS
PARALLEL W/ FRAM'G.
DBL. STUDSBLKG. AT (5)
ADJOINING PANEL EDGES
1.0 /16dAT4 O.C.
DBL. STUDSBLKG. AT (5)
ADJOINING PANEL EDGES
WI I6d AT 4" O.C.
DBL. STUDSBLKG. (8)(11)
ADJOIN'G PANEL EDGES
W/ I6d AT 4" 4 3X MUDSILL
3X. MUDSILL AND (8)(ll)
STUDS /BLKG. AT
ADJOINING PANEL EDGES
PER NEW CODE, ALL ANCHOR BOLTS MUST
HAVE 2" SQUARE X 3/I6" HOG PLATE WASHERS
1. ALL FASTENERS USED AT THE COAST AND IN CONTACT WITH PRESSURE
TREATED MATERIAL MUST BE HOT DIPPED GALVANIZED (I -IDG)
2. 'F RH. P- NAIL" DESIGNATES A FULL ROUND HEAD PNEUMATIC- DRIVEN
NAIL (10d GALV BOX NAILS MAY SUBSTITUTE FOR 0.1484 P- NAILS).
3. SIMPSON "RBC" BOUNDARY CLIPS TO SUBSTITUTE FOR "LTP5" AT ROOF
4 SHEATHING ON 51- IEARWALLS MUST EXTEND DOWN To SOLE 4 MUDSILL
PLATES AND SHALL NOT BE INTERRUPTED BY ANY WALL BUTTING INTO
THE SHEARWALL.
5 PROVIDE DOUBLE STUDS /BLKG. W/ I6d A7 4" O.C. AT ADJOINING PANEL
EDGES TO AVOID SPLITTING, NAIL EACH PANEL EDGE TO ONLY ONE 2X.
6 "SIMPSON" PRODUCTS SHALL BE INSTALLED AS PER MFG. SPECS
1. HOLDOUINS OCCUR AT ENDS OF SHEAR -WALLS AND SHALL FASTEN
TO A MINIMUM OF (2) STUDS (MIN.) LAMINATED TOGETHER W/ I6d AT 6 "o. c.
8. USE LONGER FDN. BOLTS WITH 3X MUDSILL AND SET BOLTS HIGHER.
DO NOT INSTALL FDN. VENT WITHIN 12 CLR. OF A HOLDOWN ANCHOR BOLT
9. FASTENERS SPACING APPLIES ONLY AT FULL-HEIGHT WALL SEGEMENTS,
OTHERWISE USE MINIMUM CONSTRUCTION STANDARDS.
10 USE SIMPSON "STHDI4RJ" INSTEAD OF '5T1 -ID14" WITH JOIST FLOOR SYSTEM.
II. WALLS WITH PLYWOOD ON EACH SIDE SHALL OFFSET PLYWOOD EDGE
JOINTS ON ONE SIDE OF THE SI- IEARWALL FROM THOSE ON THE OTHER
EXTEND PLYWOOD THROUGH CORNER AS SHOWN IN DETAIL 14 TO
ACHIEVE MINIMUM SHEARWALL WIDTH SHOWN ON PLANS
12 SHEARWALLS WITH OVERDRIVEN NAILS PENETRATING SURFACE BY MORE
THAN 1/8" WILL BE REQUIRED TO BE RENAILED USE A RUBBER
GROMMET IN HEAD OF NAIL -GUN AND ADJUST AIR PRESSURE SO NAIL
HEADS ARE FLUSH WITH OR SLIGHTLY RECESSED INTO 81-IEATHING.
13 ALL STUD WALLS MUST HAVE DOUBLE TOP PLATES W/ 1601 AT 8" O.G.
AND STUDS 16" o.c. PLATES SHALL LAP A MINIMUM 4 -0" AT SPLICES
WITH AT LEAST EIGHT I6d NAILS EACH SIDE OF SPLICE
14 HOLDOWN TYPES W/ GREATER NUMERICAL DESIGNATION MAY
SUBSTITUTE FOR HOLDOWNS WITH LESSER SEE CHART TO THE LEFT
15 USE 3000 P8I CONCRETE IN STEMWALL. PROVIDE (2) 4) 4 CONT T 4 B
IN STEMWALLS WITH THESE I-IOLDOWNS. EXTEND 10' -0" PAST HOLDOWNS.
16 FASTEN TO (3) 2x6 FULL -I-IGT STUDS. FASTEN EACH STUD TOGETHER W/
(2) ROWS 16d AT 6" O.C. STAGGERED EDGE NAIL WALL PLY TO EA. STUD
INTERM.
STUDS
4" O.C. 16de 8 "oc
SOLE (9) BLOCKING/ (9) 'a"4 x 1" REMARKS
PLATE RIM J0157 Et-e. ABa
6" O.C _II6de 3!/2 "oc
12" O.C. STAGRD
12" O.C. 16de 2!/2 "oc
STAGRD
12" O.C. 16de 3!/2 "oc
STAGRD
12" O.C. 16de 2k2 "oc
STAGRD
12" O.C. 16de 1 "oc
STAGRD
16d TOENAILS
AT 8" O.C.
(3)
"LTP5 "e 48" oc
(3)
48" O.C.
48" O.G.
16" O.C.
10" O.C.
(3)
"LTPS "e 10" oc 18" O.C.
12" O.C.
'LTPS "e 24" oc
(3)
"LTPS "e 16" oc
(3)
"LTP5 "e 6 oc
Sheet No
ALL PANEL EDGES
MUST BE BLOCKED
IN SHADED AREAS FASTEN SHTHG. AT 4" O.C. AT BOUNDARIES OF
SHADED AREA AND PANEL EDGES. BLOCK PANEL EDGES W/ 2"
NOMINAL FLAT BLOCKING. USE ad COMMON NAILS FOR ROOF /CLGS.
AND 10d AT FLOORS. USE 1/16" OSB OR PLY SHTHG. AT CEILINGS.
REFERENCES TO SEE NOTES ABOVE
3 -21 -06
Designs Engineering, Inc.
1 APA -RATED
ROOF SHEATHING
BOUNDARY
NAIL (BN.)
2 X SOLID
FRIEZE D.
2 X STUD WALL
1 ROOF PERIMETE
THIS DETAIL ALWAYS APPLIES.
SIMPSON 'LTP4'
SEE SCHEDULE
FOR SPACING
SI-IEARWALL
O
EMEND WALL
SHTHG
DOUN
TO TOP WALL
PLATE EN.
EDGE NAIL (EN)
PLY. SPLICE PT.
EDGE NAILING
SIMPSON "LTP4'
areolleit.
I
30 I 51751-- IE4RUJ4LL
CLG. JST
10d w 4' O.C.
7 SOLE PLATE
NAILING SEE
SCHDE FOR INFO
(4) I0d EA. BLK.
0 PARALLEL JOISTS
THIS DETAIL ALWAYS APPLIES.
Project: Structural Details
Location. Pacific Northwest
Client: FDE
1 b
rJt NOTE: SIMP "N25" MAY
r�r5� SUBSTITUTE FOR 4-11' AS
LONG AS "RBC" CLIPS AT
48" o.c. ARE USED TO
CONNECT THE FRIEZE 5D
TO TOP WALL PLATE.
SIMPSON 'HP TIE AT
EACH RAFTER ALONG
ENTIRE PERIMETER
NOTE: 'W10 -2' MAY
SUBSTITUTE FOR "Ht"
1, 2 APA -RATED
SHEATHING
PLYWOOD
DECK SHEATHING
SIMPSON "LS50'
MAY SUBSTITUTE
FOR 'LTP4'
I/ APA -RATED
SHEATHING
FLOOR JOISTS
2 X BLOCKING AT
6 -0' O.CW /(3)10d
TOENAILS TO PLATE
2X STUD WALL
APA -RATED
SHEATHING
1, 2 APA -RATED
ROOF SHEATHING
8d ®4 O.C.
2 X 6 FLAT BLK'G
W/ I6de4 O.C.
INTO WALL E
STRUCTURAL CE IL INCA
1 SHEARWALL
WALL
PLYWOOD
SHEATHING
I0d 4' O.C.
SIMPSON "LTP4"
SEE SCHEDULE
FOR SPACING
By RF
Date. 3/2006
Job No 0000
END OP 2x4
4 DRAG STRUT
L
x
I0d a 6" O.C. AT FLOOR
AT DSCR, PROVIDE 2x4
x 5' -0' LONG NAILED TO
BOTTOM CHORD W/ 16d AT
4" O.C. STAGGERRED
PREDRILL HOLES FOR
CONNECTOR SCREWS
DRACs STRUT
Sheet No
2 X SOLID BLOCKING
W/ SIMPSON 'LS50'
STRUCTURAL CEILING
IN CROSS HATCH AREA
—SEE SI- !'WALL SCHEDULE
FOR ADDITIONAL INFO.
2 X STUD EXT WALL
JOIST 16d
2 X BLOCK'G SOLID BLKYs.
EA. SIDE 48' JOIST
TYPE 'C' SHEARUALL
SOLID BLK'G.
SIMPSON "L850'
MAY SUBSTITUTE
FOR 'LTP4'
SHEAR.UALL
FULL HEIGHT
11" APA -RATED
SHEATHING
4 JOIST /5I-4 A UJALL
et (C{{ re■rflf IrCLZ etszccf mete. ,ter
SOLID BLKG
EA. SIDE 5' -0'
AWAY FROM END
OF DRAG STRUT
CONNECTOR SEE PLAN
FOR SIZE. INSTALL W/
EQUAL LENGTH TO DRAG
STRUT AND WALL.
Designs Engineering, Inc
F'. >N WALE..
E POND
J�OF
REINF
CONC. STEM WALL
EDGE NAIL BIDE WALL
EHTH'G TO 4x6 STUD
L 4 -0'
SIMPSON 'MSTC28'
EA. BIDE (4- TOTAL)
(12) 16d--
H
IX
tp
SOLE PLATE
NAILING SEE
SCHEDULE
PLYWOOD
SHEATHING
n=
FLOOR
FRAMING rl.
0 4 CONT HORIZ.
AT TOP 4 BOTTOM
rl�,
t
NOR1"I,4L JOISTS
THIS DETAIL ALWAYS APPLIES.
1 MIN. PLY WIDTH I
EA. SIDE I' 10'
APA RATED
SHEATHING FASTENED
TO MUDSILL PLATE
EDGE NAIL (EN)
SIMPSON 'LS50' ANCHOR
(NOT REQ'D IF SHTH'G
EXTENDS CONT TO MUDSILL
W /OUT ANY JOINTS)
EDGE NAIL (EN)
x 10' AB'e W/
2 X2 X3 /I6
PLATE WASHERS OR
SIMP '13PS /8 -2'
04 DOWELS m 48' O.C.
L
NAIL SHEATHING TO
HEADER W/ 0.148'0 x
2 F RH. P -NAILS
3 O.C. BOTH WAYS
4x6 STUD EA. END
W/ ADD'L 2X NAILER
CORNER WI I6d e
C ARAC
1 '2 APA -RATED SHTH'G
FROM A SINGLE 81-4EET
BOTH SIDES W/ 0.148'0
F RH. P -NAILS INTO
4x6 W/ (2) ROWS AT 2' oc.
EXTEND PLYWD THRU
CORNER SEE PET 14
/I 6x SOLID BLOCKING
'1 .1.-.-1 AT SHEATHING SPLICE
it 4x6 PLATES W/ (2) 8/8'0X12'
J -80LTS AT 6' o.c. W/
F SIMP 'BP�eS' WASHERS
(2) ROWS OF NAILS AT 11/2'
STAGGERED TO MUDSILL
SIMPSON 'PHD6
I-4
1 i. I�I
1 it .4x 1 1 23
r 1I I I HAIRPIN BAR
i I F, �.I •I ,-t-, ka 8' CONCRETE WALL WI
I I ii (2) 4 DOWELS EA. END
r{ I HA UNDER SHEARWALL
�4 'I I 12' PEEP x 8'
04 X I -6 5 00 C T 4 B
1:
1 4 v 24 x 48' X 12' FTC.
GARAGE -FRAME DETA ILBE L Ow 04 BARED CENTE STEMWALL
Project: Structural Details
Location. Pacific Northwest
Client. FDE
NOTE
EXTEND GARAGE
POOR HEADER
OVER ENDWALL.
HEADER WIDTH TO
MATCH WALL WIDTH
(4) IOd 0 3' O.C.—
PLYWOOD
DECK SHEATHING
IF FLOOR JOIST
SYSTEM, PROVIDE
2 X BLOCKING
12' O.C. W/ (3)
10d TOENAILS
TO PLATE
CONC. STEM WALL-
PARALLEL JOISTS
THIS DETAIL ALWAYS APPLIES.
PONYWALLS 4 -0' AND TALLER MUST SE
APPROVE BY ENGINEER OTHERWISE OK
_1.
II
IPRNYW i `L TO'.h
Ti
i k sHEA
,I I 01.11 11ENT.S
J I
By RF
Date 2/2006
Job No 0000
11111/11111 MI11111111 111111111111
Y,
III
'1
VE
ALL
N.)
i I:
I :I 0
l,I I
-r APA RATED
SHEATHING.
0 4 CONT HORIZ T 4 B
x 10' AR's W/
2 X 2 X 3 /I6
PLATE WASHERS OR
IMP '3P5/8 -2'
0 4. DOWELB 0 48' O.C.
'I CONCRETE FOUNDATION
Sheet No
SOLE PLATE
NAILING
EDGE NAIL (EN)
SIMPSON 'LS60' AT
SAME SPACING AS 'LTP4
EDGE NAIL (EN)
MIN. (2) 2X6 STUDS AT
HOLC'OWNS EDGE
NAIL PLY TO STUDS
SIMPSON
HOLDOUdJ
436 "HREADED
ROD WITH SAME
PIAM -TER AS
ANCI -OR BOLT
SIMPSON 'CNW' COUPLET
11- '$It''IRSON 'STAB' BOLT
+I' jl. i III
I�.
—!4 CONT T 4.8
0 4 DOWELS o48'
I- IOLDOUJN FON- t'UJALL
Designs Engineering, Inc
RATED—
WALL
BHEATHI�Ka J
EDGE NAIL--
6HEAT-1ING
PLY TO
HOLDOUN
EDGE NAIL
STUDS
(2) -2 X 6
2)-2 X 6
RIM JOIST
JOIST
SIMPSON "LTP4 1
SEE SCHEDULE
FOR SPACING
2 X STUD WALL
Vi RATED
WALL SHEATHING
1 PLATE
NAILING
BOUNDARY
NAIL
SOLID BLK'G.
CANT! LEVER JST
LAM. STUDS
TOGETHER W/
I6d AT 6 O.C.
8EE PLAN IF PLYWOOD
CEILING IS REQUIRED.
FASTEN RAFTER TO WALL
PLATE W/ SIMPSON "HI"
SEE ['ET I FOR ADD'L INFO.
SIMPSON "L550"
MAY -SUBSTITUTE
FOR "LTP4"
HOLDOUN
1 ROOF LEDGER DETAIL
15
Project DETAILS
Location Pacific Northwest
Client FDE
GRADE A36
THREADED ROD
SEE SIMPSON
CATOLCG FOR
DIAMETER
y� I I 1 N '(A D
36) THREADE• RbC9 11
IN p 11 W/. SIMPSON. ''BET" ADHESIVE. 1 I out. 'HDIOA"
E c 'L 'USE .1(p" EMBEDMENT •DEPTH pa Rgo 15'
11 T (CF,PT 1•IDIOA (SP(=CIAL, EMBEDMENT
'I INSRECTIQN'16•.RE.QUIRED) DEPTH
11 CONCRETE FOUNDATION y
I I
®MISSING 1- IOLDOWN ANCNoR
BOUND. NAIL ROOF PLYWD. TO
2 X 10 LEDGER W/ BEVELED
TOP TO MATCH ROOF SLOPE.
NAIL LEDGER W/ (2) -16d EA
WALL STUD 4 EA. 2 X 6 BLK'G.
FOR THIS SECTION OP ROOF,
BLOCK PANEL EDGES W/ 2 X 4
FLAT, NAIL 8d 4" 0 .C. EDGES
AND BOUNDARIES, 12' 04. N FIELD.
81HEARWALL PLYWD. MUST EMEND
DOU.N TO BOTTOM WALL PLATE
(TYP
BA.
RATED
WALL
6HEATHRJG
(2) -2x OR--/
4x (REF.TO
PLANS)
By RF
Date 1/2005
Job No 0000
SOLE PLATE
NAIL ING
BOUNDARY
NAIL
r SOLID BLK'G.
CONT RIM 4
2X BLKG. OR
DB RIM JST
HOLDOUN
STRAP UJRAP
AROUND DBL.
J01876
UPSIDE DOWN
SIMPSON
"T1-IAC222 2'
FASTEN TO
DBL JOISTS
4x6 OR
(2) 2X STUDS
IF TH18 IS A SH IUALL
W/ A HOLDOUN,
THEN EXTEND 81 -IT1-1'G
THRU 1 EDGE NAIL
NOTE,
THIS DETAIL IS REQ'D
ONLY WHEN TU)O _L
61-IEARWALLS SHARE
ONE H0LD0U.N.
8d AT 6 o.a.
.AT ALL FRAMING
MEMBERS WITHIN
5' -0' OF EDGE
GABLE END TRUSS
2
NAILS BAKED --1
ON 6HEARWALL
REOMTB. BELOW
EITHER NO
JOINT IN PLYWOOD
OR
FASTEN SH'WALL TO
ENDWALL TRUSS W/
BLOCKING/RIM
FASTENERS 6.10U.N
IN 81-1'WALL SCND'L.
8HWALL SEE
S1-'WALL SCHEDULE
FOR NAIL'G REQMTS.
PI
SIMPSON "L850"
MAY SUBSTITUTE
J015T FOR "LTP4"
L DBL. JOIST AT
EACH END OF WALL
OVER DBL. STUDS
FASTEN TO RIM JOIST
W/ SIMPSON 1.90"
®I4OLDOWN TO RIM JST
16d AT 6" O.C.
(2) 16d EA. TRU88
2x4 x 8' -0" LATERAL
BRACE AT 6'r0' o c.
(6) 16d NAIL
IF "N" EXCEEDS 6 -0" THEN INSTALL
2x4 ON EDGE BEHIND 2x4 FLAT IN
END -WALL TRUSS. IP "IN" EXCEEDS
12' -0' USE 2x6 ON EDGE. 8EE ABOVE.
2x6 PLATE WI 16d
AT 12" oz. TO WALL
GABLED ENDWALL
Sheet No
HOLDOUN
16d AT 6" Off.
INTO EA. STUD
EDGE NAIL
PRAMINC-c AT CORNER
2x4 FLAT AT 24" O.C.
IN END -WALL TRUSS
BHTHG. 2X VERTICAL BRACE
(2) led AT 8 0.C.
2x4 BLKG, .4T 6' -0" O.C.
W/ ed AT 3' O.C.
TRUSS BOTTOM CHORD OR CEILING JOISTS
DBL.2xSOLID BLOCK
W/ (2) 61MP "L850"
TO WALL PLATE
GYPSUM BOARD
DIAPHRAGM WITH
8d COOLER NAILS
AT 1" O.C. AT FIRST
(4) CEILING MEMBERS
AND 2x6 PLATE
I
Designs Engineering, Inc.
000 f 29Q'
Joof
NI1 011271.1
SHEARWALL2
CUT 1 4 x4"
ROOF
TRUSS
90 r i T n4;:k
F OP R pPI
INTERFLOOR 11OLDOLLN
(2) -2x OR 4x
(REF TO PLANS)
r HOLDOWN STRAP
2x SOLE IL-■ 1 (INSTALL STRAP W/
SEE SCHDL I EQUAL LENGTH TO
FOR NFO I BEAM 4 STUDS.
I f
SLOT IN 61-ITHG.
1•• DBL. JOIST
OR BEAM
�2x SOLID BLK'G EACH
SIDE NEXT TO STRAP
l— IOLDOUJN DETAIL
Bd AT 3" O.C.
INTO 2x4 BLKG.
2x4 AROUND BLKG.
TEL NEL PERIMETER
Project DETAILS
Location Pacific Northwest
Client. FDE
SNEARUJALL EXTENSION
FOR TRUSS-FRAMED ROOFS
2 X STUD WALL
2x4 FLAT EDGE FRAMING
NAILED TO TRUSS VERTICAL
W/ 16d AT 6" O.C.
1/2" PLY SHTH'G. W/
10d AT 4" O.C. EDGES
WALL TOP PLATES
16d AT 8" O.C. FROM BLKG.
PANEL TO WALL PLATES
2X SOLE IE
SEE SCHEDULE
FOR INFO
APA -RATED
ROOF SHEATHING
BOUNDARY
NAIL (BN.)
2 X SOLID
FRIEZE BD.
(2) -2x OR 4x
(SEE PLAN)
f
By RF
Date 1/2005
Job No 0000
HOLDOII.N STRAP
(INSTALL WITH
EQUAL LENGTH
TO BEAM AND
STUDS.
BN.
NOLDOUJN DETAIL
DBL. JST.
OR BEAM
L. 2 X SOLID BLKG
BELOW ENTIRE LENGTH
OF SHEARWALL.
SNEARWALL NAILING
SAME AS BELOW
SOLID BLKG.
81MPSON 'LS50"
MAY SUBSTITUTE
FOR "LTP4"
CLG. JST
ty APA -RATED
SHEATHING
51— IEARUJALL EXTENSION
FOR STICK FRAMED ROOFS
(2) 16d INTO TRUSS T &B CHORDS NAIL 8d AT 3" OC. INTO EACH SHEAR TRUS S\
EITHER SHEAR TRANSFER
SYSTEM MAY BE USED.
SHEAR TRUSSES
EACH DESIGNED FOR
DIAPHRAGM SHEAR LOAD
SHOWN ON PLANS
TRUSS TO TRANSFER SHEAR
FROM TOP TO BOTTOM CHORD)
(4) 18d NAILS
2x8 AT 16" O.C.
W/ (3) 16d EA. END
FASTEN TRUSS TO WALL
W/ "LS50" CLIPS
SEE SCHEDULE CLIP
SPACING.
Sheet No
SHEARWALL
SHEAR TRUSS MAY BE ELIMINATED IF
SHEARWALL EXTENDS UP TO ROOF SHEATHING
NAIL ROOF TO SHEARWALL W/ 6d AT 3" O.C.
SNEARUJALL EXTENSION I
2 Po�
Designs Engineering, Inc
T
I
SIMP..TISTC40"
EA. END OP HEADER
FASTEN TO
DBL. STUDS
I••
II
NOLDOUJN ABOVE BEAM
THIS DETAIL ALWAYS APPLIES.
BOLT DECK LEDGER
TO RIM JOIST W/ 5 i e ,"4'
AT 16 O.C. AND (2) ROWS
16cl AT8 O.C.
(USE 2 -5/8' BOLTS IF
JOIST SPAN GREATER
THAN 10' -0
SEE SCHEDULE FOR
NUMBER OF NAILS
EA. SIDE
BEAM
FLOOR JOIST-
2X STUD WALL
SEE SCHEDULE FOR
NUMBER OF NAILS
EA. SIDE
STRAP SEE
FLOOR PLAN
4 X 8 POST
SH
18d 0 8' O.C.
MULTIPULE
HOLDOWN STUDS
SEE SCHEDULE
CUT 1" X 4• SLOT IN PLY.
FLOOR SHOW FOR STRAP
I_
Project Structural Details
Location Pacific Northwest
Client. FDE
HOLDOLLN W/ A36
GRADE THREADED ROD
TREADED ROD
81FIPwCN T1STC"
WRAP STRAP ARAuND
HEADER IF NECESSARY
FILL CAVITY LLV SOLID
WOOD AT 14OLDILNB
I•'
-DRILL HOLE V8" GREATER IN DIA
IN CENTER OP BEAM FOR BOLT
I I
5" 8Q X 3/8" BRG PLATE
PEEN THREADS AFTER TIGHTENED
J)
e -SIMPSON "H2.5 `j
EA. SIDE --4 X 12 BEAM
`NOTCH 4X8 FOR 3'
BEAM BEARING
SIMPSON "PHD2" W/
5/8" X 8" EXP BOLT
II
I CONCRETE FTC.
It
61EARWALL- POST CONN.
2X BLKG.
AT STRAP
EXTERIOR WALL
2X LEDGER
1/I111111 =MI
2D DECK LEDGER HANDRAIL CONN.
T1-116 DETAIL ALWAYS ArrLI
SIMPSCN ABU"
POST BASE
OR ELEVATED
EPB IP SLAB
2X SPACED CEDAR
DOUBLE 2X
JOIST
2X6 DIA. BRACE
W/ (2) 16c1 EA. JOIST
BEAM
ST6224 STRAP WRAP
AROUND BACK OF LEDGER
4 NAIL TO DIAG. BRACE.
PORCH /DECK POST CONN.
THIS DETAIL ALWAYS APPLIES.
DBL. 2X MEMBER OR
4X MEMBER RIM JOIST
1 4 "X X6 "X0' 9"
STEEL ANGLE
�I n II
PERPENDICULAR WALL
(6) 16d 1 NAILS AT THE TOP
MIDDLE, 4 BOTTOM
CONNECT WALLS TOGETHER BY FIRS
NAILING END 2x4 TO CHANNEL W/
(5)16d THEN INSTALL ADDITIONAL
2x4 AGAINST IT AND NAIL W/ (6) 16d
PLYWOOD SHEATHING
OVER WALL STUDS
EDGE NAIL (EN)
TO END 2x4
By RF
Date 2/2005
Job No 0000
(2) 16D—
TOENAIL
(6) I6d
BEAM
I 1 F —CONC. FIG.
LJ
UNLESS NOTED OTHERWISE,
U6E1 "BIMPSON" PC'
POST CAP
(USE 'Mac' AT
ENDS CP BEAM)
PRESSURE TREATED
WOOD POST
CONCRETE BLAB
4 1 4"
5/8 "4' THROUGH BOLTS W/ NUTS
AND I DIA. X 3/16 WASHERS.
EA. SIDE. 4X6 CEDAR NEWELL
TO RIM JOIST
—1—
0 SI- IEARWALL- WALL CONN.
Sheet No
EDGE
NAIL
CI a s_11
As al 1 ID Cs r
(11
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ID al
3 iti
1 -1-
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ri Li
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ID 3
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