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The City of Tigard and its � Strane
" employees shall not be f�FFICE COPY RECEIVED
responsible for discrepancies • SEP 5 2019
which may appear herein.
CITY OF TIGARD
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CITY OF TIGARD
'l lis pernut doe ntt authorize the violation of any
r �, NORTH WALL REVIEWED FOR CODE COMPLIANCE
(t i bt heli ki Ovate easements. The ap- (E 1)
SCALE: 1/8” = 11-0"
Approved:
i`c i14 i UV Id ib a i16 a such parties a OTC: j j
seb�' "t �e'r1ti' Yrti4 i t`amtt►encing work.
Permit#: . D OQ Ce 0) N
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Approved plans Suite#. i i �O '� Q
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shall be on job site. By: PA' , Dates 442. m
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NLI1'CHISON, F' Y z __. _� , _: _ _ _
11890 5W ANN 51". ' 11GAlt7, Ot;• 97223 -----� --_ .. – - – --- – o
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VALIDITY OF PERMIT �� Y
THE ISSUANCE OF A PERMIT SCALE: 1/8 = 1'-0" A
BASED ON CONSTRUCTION
DATE:
DOCUMENTS AND OTHER
DATA SHALL NOT PREVENT 9/4/2019
THE CODE OFFICIAL FROM
REQUIRING THE CORRECTION SHEET:
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(n CD p DESIGN FIRM: CLIENT INFO: SHEET TITLE:
m 4\' Straight Line Design&RemodelingLLC. HUTCHISON, PERRY Co =v
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7, 0 4640 SW Beaverton Hillsdale Hwy 11890 SW ANN ST o ELEVATIONS
0 8 Portland, OR 97221 TIGARD, OR 97223 ;�
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> m n�`'i m Straight Line Design&Remodeling LLC. HUTCHISON, PERRYco
W -1 0 4640 SW Beaverton Hillsdale Hwy 11890 SWANN ST O NEW FLOOR PLAN
0 8 Portland, OR 97221 TIGARD, OR 97223 rn
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> a) p DESIGN FIRM: CLIENT INFO: SHEET TITLE:m -1 Straight Line Design&Remodeling LLC. HUTCHISON, PERRY
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Ti No m 4640 SW Beaverton Hillsdale Hwy 11890 SW ANN ST o SECTIONS
Portland, OR 97221 TIGARD, OR 97223 \ j /
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SHEAR WALL SCHEDULE _ 6'-0 1/4" ., \ y
\ 6-0 1/4
3,7 PANEL EDGE 8 SILL PLATE 9,10,11
MARK SHEATHING 1,2,
NAILING 4'5'6' SILL ANCHOR
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15/32" PLYWD. SHEATH. 1/2" DIAA.B.'s AT 48"O.C. ii
or 7/16"OSB SHEATH. 8d AT 6" O.C. 2x OR 16d SINKERS � . • •✓ t t O o
s-Wsp\ ONE FACE AT 6" O.C.AT WOOD _ z
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SHEAR WALL NOTES: / —
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•1) SHEAR WALL SHEATHING SHOWN BY DARK LINE ON PLANS --- bo W
2) BLOCK AND NAIL ALL PLYWOOD PANEL EDGES WITH 2x MIN. THICK BLOCKING ch ;z..?cs-WSP 18016
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3) FOR PLYWOOD. SHEATHING, USE COMMON NAILS, OF THE FOLLOWING SIZES: / _
8d: .131" DIA x2 1/2" MIN. •
4) NAIL HEADS OR STAPLES ARE NOT TO PENETRATE FACE PLY OF SHEATHING. (4)#4 X 1'6" EMBED 4" MIN IN TIGHT DRY •
HOLES. (2) IN STEM WALL (2) IN FOOTING
5) EXTEND ALL SHEAR WALL SHEATHING TO THE TOP PLATE OF THE FLOOR 41
1 CS-wsP EAST AND WEST CONNECTIONS
FRAMING OR ROOF FRAMING LEVEL ABOVE AND TO END POSTS WITH >-
HOLDONS. N
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6) FASTENER SPACING AT INTERMEDIATE FRAMING MEMBERS SHALL BE 12"O.C. ✓ %i � - Z Q
FOR PLYWOOD. p O
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7) EDGE NAIL PLYWOOD TO ALL POSTS WITH HOLDOWNS, TO TOP WALL -�` v rn Q
PLATE AND SILL PLATE \, 1-- °°0
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8) USE PRESSURE TREATED (PT.) SILL PLATES WHEN IN CONTACT FRAMING PLAN
WITH CONCRETE
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9 1/4" = 1'-0" W
9) SILL ANCHOR BOLTS NOTED TO BE EXTEND BOLTS ABOVE
0-2
CONCRETE 2 1/2"AT 2x PLATES &3 1/2"AT 3x PLATES.
-2x4 PT plate w/ 1/2" dia x 12"
10) USE SIMPSON BP 1/2-3"SQUARE WASHERS UNDER NUTS. INSTALL SQUARE 7' A.B.s @ 48" O.C. Ch--I
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TO WALL. (USE BP 5/8 AT 5/8" DIA BOLTS) ,... 0,
4" concrete slab on grade- II '_ - Sill Seal cu o— N
11) DO NOT RECESS NUTS INTO SILL PLATE. W.W. mesh 6"x6" 'grAl IL, �-6" min = rn
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(2) #4 horn bar cont top and
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(2)#4 horz bar in ftg. - -- 1'--
9/4/2019
SHEET:
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2 < p DESIGN FIRM: CLIENT INFO: SHEET TITLE:
a? m o m Straight Line Design& Remodeling LLC. HUTCHISON, PERRY
4640 SW Beaverton Hillsdale Hwy 11890 SWANN ST o ROOF PLAN
-i
m Portland, OR 97221 TIGARD, OR 97223 O� I .
Stral n CieSTRUCTURAL NOTES
03.0 CONCRETE
01.0 GENERAL NOTES 1. Strength: Average concrete strength as determined by job cast, lab cured cylinder shall be per the
table below plus increase depending upon the plant's standard deviation as specified in ACI 318.
1. These notes set minimum standards for construction. The drawings govern over the Structural Notes
to the extent shown. Use Strength, f'c at Max W/C ratio, Max W/C ratio, Min cement Q
2. Contractor shall verify all dimensions and conditions on drawings and in field. Coordinate locations of 28 days Non-air entrained air entrained content 0 W
• openings through floors, roofs and walls with architectural, mechanical and electrical plans. Notify All uses except as 2500 0.55 0.46 470 lbs 0
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owner's representative of any discrepancies. noted 4
3. Construction means, methods and all necessary temporary support prior to completion of vertical Z
and lateral load systems is the sole responsibility of the contractor. MINIMUM Mix Requirements: w CD
4. Compliance with all safety and OSHA requirements is the sole responsibility of the contractor. a. Rough aggregate size for slabs on grade shall be 1-inch minus for slabs less than 5-inches thick H
5. All work shall be in compliance with 2017 edition of the "Oregon Residential Specialty Code" (ORSC) and 1-1/2-inch minus for slabs 5-inches and thicker. .
as amended by all other state and local codes, permits, and building department requirements that b. Design slump: Minimum 3", maximum 9". Field variation from design slump +1/2 inch to-1 inch.
apply. When concrete is to be pumped add plasticizers and provide a new mix design to increase slump 18016
6. Where reference is made to ASTM, AISC, ACI or other standards, the Code referenced issue shall to a pumpable mix. Do not add water at the jobsite unless authorized by the concrete supplier.
apply. c. Air Entrainment: Per ACI at all exterior slabs and flat work.
7. Design Criteria: d. Admix: Water reducing admix (Pozzolith/Polyheed/Rheobuild or equal).
e. All admixtures are to be from the same manufacturer unless evidence is submitted verifying
Table 1604.5 Risk Category II compatibility of multiple source admixtures.
Roofs Dead load 12 psf 2. Place and cure all concrete per ACI codes and standards.
Live load(snow) 25 psf per 1608.1 3. Sleeves, pipes or conduits of aluminum shall not be embedded in structural concrete unless eel- N
gi
Floors Dead load 12 psf effectively coated. w z ti
d Z c"Live load 40 psf z o Q „
Wind Basic wind speed 120 mph, 3-sec gust Q
Wind exposure B, N-S; B, E-W =
03.1 REINFORCING (CONCRETE)
Internal pressure coeff, GCP; +/-0.18 = T H
• Seismic Mapped spectral response, Ss and Si 0.98 and 0.42 1. All reinforcing steel shall be ASTM A615, Grade 60.
Site class D 2. Fabricate reinforcing steel according to ACI 315, Details and Detailing of Concrete Reinforcement. 2
Seismic importance factor, IE 1.00 Install reinforcing per CRSI MSP-1, ACI 301 and ACI 318. F
Spectral response coeff., Sas and Sm _0.73 and 0.44 W
Seismic design category D
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Basic seismic force resisting system Bearing wall system
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Response modification factor, R -6%,
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Seismic response coeff., Cs _0.110 �_
Analysis procedure used Equivalent lateral force .� �'
1 8. Details shown on the drawings are intended to apply at all similar conditions and locations. E -° N
9. Do not scale information from drawings. c_ rn
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02.0 FOUNDATIONS a
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1. Design soil pressure is 1500 psf. ES
2. All footings shall bear on firm, undisturbed soil or approved compacted fill. Footings shall bear at a z co 1r
minimum of 18 inches below final grade. Remove all organic material or soft areas in footing W cn
excavations. Provide and install structural fill as necessary. Notify owner's representative before
proceeding if any unusual conditions are encountered in the footing excavations. DATE:
9/4/2019
SHEET:
A70
06.0 WOOD FRAMING 1M
Straight Li;ie
1. All glue-laminated beams (GLB) shall be Douglas Fir 24F-V4 for simple span beams. Beam
- appearance grade shall be industrial, except beams exposed to view shall be architectural.
2. All lumber species and grade to be as follows:
r Joists, beams and stringers (2x &4x) DF#2-19 percent M.C. J
6" nominal & greater beams and stringers DF#1-19 percent M.C. < N
Bucks, blocking, bridging and misc. DF#3 or better H W
Structural 2x studs DF#2-19 percent M.C. j H
Plates, sills and headers for wall framing DF#2 K.D. - 15 percent M.C.
Posts DF#1 - 19 percent M.C. ft Z
Sills, ledgers, plates, etc embedded in or in contact Pressure treated Hem Fir#2 w rn
with concrete, not exposed to weather AWPA UC2 (ACZA Not Allowed) ,-
Exterior, above ground construction exposed to Western Cedars#2 or better or W
weather pressure treated Hem Fir#2
AWPA UC3B 18016
Posts, etc. embedded in or in contact with ground Pressure treated Hem Fir#2
AWPA UC4
3. Sheathing shall be APA Rated Sheathing or Sturd-I-Floor, C-D grade, Exposure 1 with Performance
Category and Span Rating as noted below. Each sheet shall bear an APA stamp. Install roof and
floor sheathing with face grain perpendicular to supports and stagger end joints. Install wall
sheathing either horizontal or vertical, and block all edges of sheathing with 2x4 or thicker blocking. ce i- N
Block roof and floor sheathing where noted on drawings and where plywood widths are less than 12 w CO o
inches wide. Glue floor sheathing to all supports. Protect all sheathing from weather damage and < N
moisture. Replace all buckled or soft sheets. Do not cover sheathing with permanent roofing or o
finishes until sheathing has a moisture content of less than 19%. = o ix
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Location Performance Category Span Rating =
' Walls 15/32 or 7/16 32/16
Roofs (supports 24" & less) 15/32 32/16 z
Floors (supports 24" & less) 23/32 T&G 24/48 z
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4. Framing anchors,joist hangers, post caps, etc., shall be by `Simpson Strong-Tie'. Install per
manufacturer's recommendations for tabulated maximum capacities with fasteners installed in all 9
holes. Framing anchors attaching to pressure treated lumber shall be Z Max coated or hot dipped
galvanized and attached with hot dipped galvanized (2.0 oz per square foot) or stainless steel nails c
or screws. Framing anchors installed at exterior locations exposed to weather are to be stainless -0�o
steel with stainless steel fasteners. E N
5. All bolt heads and nuts bearing on wood to be provided with a washer. Use hot dipped galvanized _
ots 0 0
rt
washers in contact with pressure treated lumber. o
6. All bolt holes in wood to be 1/16 inch larger than the bolt. Do not ream or oversize bolt holes. 0)
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7. Do not recess bolt heads or nuts unless shown on drawings. CD N CO
8. All nailing shall be per Table 2304.9.1 of the IBC. Nails called for on the drawings shall be common o a
for plywood nailing; box nails for framing; and type recommended by manufacturer for maximumzi co
capacity of hangers and connectors. Nail heads shall not penetrate the face veneer of plywood a = nr
panels. z ' co
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r 9. Nails, bolts or lags in pressure treated lumber shall be hot dipped galvanized or stainless steel. 0)
10. Cutting and notching of joists not allowed. A one-inch (1") diameter hole may be drilled in the center
1/3 of width of member depth. All other holes shall be approved. DATE:
11. Studs may be notched in the lower 1/5 of the height of stud for electrical and plumbing pipes, but no 9/4/2019
part of the notch is to be deeper than 25 percent of width of stud. Holes of diameters up to 1/3 of
width of stud may be drilled in stud but not in center 1/3 of height. The edges of drilled holes are to SHEET:
•- be at least 5/8-inch from the face of the stud.
Aso
ANN ST.
CURBLINE
110' J. 29 `Q
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10'--A EXIST. \-111-4"
RESIDENTIAL &
GARAGE
• Ir
• I N PROPOSED I •
5,'I. ADDITION li,_ 5'
M 20' 4. 68'-8" •
o CITY OF TIGARD
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Approved b PI nning
Date: C '
Initials: LC
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FORESTED SITE PLAN
, cAREA 1" = 16'0"
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