7130 HIGHLAND DR 2018 Plans 2022-12-01

„ " 99 9� CAST IN PLACE HOLD-DOWN SCHEDULE FOR CONCRETE i=OUNDATON I T L T � OSB or PLYWOOD SHEAR WALL SCHEDULE FOR SEISMIC DESIGN CATEGORY D AND E GENERAL: ES MARK ALLOW. TENSION LOAD FOR SPIT or HF ANCHOR MODEL FOR MIN, SILL PLATE INTERIOR ON THE # MONO POUR DIAM. EMBEDMENT VERTICAL WOOD ALL METHODS, MATERIALS AND WORKMANSHIP ARE TO CONFORM ALLOWABLE TO THE INTERNATIONAL BUILDING CODE 2015 EDITION, AS SILL BOTTOM PLATE ANCHOR UNLESS WALLS TOP SI-IEAR PLAN TYPE M1DW'ALL ENDWALL c�c CORNER MID�IVALL or CORNER IN. IN. MEMBER MIN. MARK SHEATHING AMENDED AND ADOPTED BY THE GOVERNING JURISDICTION, SHEATHING EDGE NAILING PLATE NAILING OTHER CONNECTION SEISMIC,/WIND STHD10 3400 @ 8" wail 2175 @ 8" wall 20 -16d SINKER 10 2-2x SIZE SPECIFIED ON U.N.O. ON { ) THE CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING: THE PLAN THE PLAN a. PROVIDING TEMPORARY SHORING AND BRACING UNTIL ALL STHD14 3815 @ 8" wall 3500 @ 8 wall (24)-16d SINKER 14 2-2x STRUCTURAL ELEMENTS HAVE BEEN INSTALLED AND 7/16" APA RATED 16d @ 6" o.c. to 5/8,= 8d @ 6 o.c, 2X 99 n 9 599 " 2-2x CONNECTION COMPLETED. PI-6 SHEATHING ONE SINGLE blocking or 5' - 0" o.c. A35 @ 24 o.c. 2 ,0plf/336plf HDU2-SDS2.5 2215 (HF) 2215 (HF) SSTB16 / SB,x24 5/8 12-8 18 b. FIELD VERIFICATION AND COORDINATION OF ALL DIMENSIONS SIDE joist (interior walls) HDU4-SDS2.5 3285 HF 3285 HF 5 5J9 " AND ELEVATIONS BEFORE PROCEEDING WITH THE WORK. { { ' SSTB24 / SBgx24 5/8 20-g / 18 2-2X C. BRINGING TO THE ATTENTION OF THE BUILDING DESIGNER 7/16" APA RATED 16d @ 4" o.a. to 5 8 � @ PI-4 SHEATHING ONE 8d @ 4" o.c. 2X SINGLE blocking Cr A35 @ 18 o.c. 349plf/488pif HDU5-SDS2.5 4065 HF) 4065 HF) 5 5 ANY CONFLICTS IN DIMENSIONS, MATERIALS OR NOTES 3 - 6 o.c. ( { SBh24 / SB$x24 5/8 18 2-2x SHOWN ON THE PLANS, SIDE Dist (interior walls) 4305 (HF) 4-305 (HF) SSTB28 / SB8x24 7/899 24-8" / 18" 2-�x d. INSTALLATION of PROPRIETARY PRODUCTS IN ACCORDANCE WITH 7/16" APR RATED 9 16d @ 3" o.c. staggered 5 %8" 0 @ HDU8-SDS2.5 ' MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS. P1 -3 SHEATHING ONE 8d @ 3 o.c. 2X to DBL blocking or ;foist \ - 69i Doc A35 @ 12' 0.c. 450plf/630plf 6970 (DF) 5550 (DF) SSTB28 / SB8x24 7/899 24-899 / 18" 4>;6 INSPECTIONS_ SIDE interior �rualls - 7870 (DF) 5550 (DF) SSTB28 / SB8x24 7 8'9 24-g" / 18 6x6 a. PERIODIC SPECIAL INSPECTIONS REQUIRED FOR WIND AND SEISMIC 7/16" APA RATED 1 6d @ 2" o.c. staggered 5/8" 0 @ - / RESISTANCE SUCH AS ANCHORS & STRAPS EMBEDDED IN TO PI-2 SHEATHING ONE 8d @ 2" o.a. 2>t to DBL blocking or joist 2' - 0" o.c. A35 @ 10" o.c. 589pIF/824p1f CONCRETE SIDE interior walls b. IF INSPECTION OF EPDXY GROUTED ANCHORS IS REQUIRED BY THE BUILDING OFFICIALS, IT CAN BE PROVIDED BY AAR TESTING NOTES: LABORATORY INC. Ph: (425)-881-5812 or ANOTHER CERTIFIED 1. All fasteners shall be common wire or galvanized box and meet the following criteria: AGENCY. 8d common = 0.131 "0 x 2-1/2" min. � WOOD ROOF TRUSSES: 10d common = 0.148"0 x 3" min. NOTES: Minimum Concrete Strength 2500psi U.N.O. METAL PLATE CONNECTED WOOD TRUSSES ARE TO BE DESIGNED BY A 8d box galvanized = 0.1130 x 2-1/2"min. Extend foundation down as required to receive hold-down A.B. embedment. WASHINGTON STATE PROFESSIONAL ENGINEER IN ACCORDANCE WITH ANSI/TPI 10d box galvanized = 0.1280 x 3" min. Threaded rod and coupler as required. 1-2002 "NATIONAL DESIGN STANDARDS FOR METAL -PLATE CONNECTED WOOD 2. Schedule is based on IBC 2015 for wood framed ,malls with 2x4(minimum) SPF#2 or BTR. For Two pour foundation see "SIMPSON" Catalog SSTBL Model. TRUSS CONSTRUCTION". TRUSSES INCLUDING DRAG TRUSSES AND SHEAR FRAMES ARE TO BE PLANT FABRICATED BY A MANUFACTURER. THE TRUSS ERECTION 3. Sheathing is to be span rated 24/0 minimum and may be plywood or CSB installed on For sill plate more then 1-1/2" use anchor bolts SSTBL Model. CONTRACTOR IS RESPONSIBLE_ FOR ALL TEMPORARY BRACING DURING studs are spaced 16" o.c. max. For epoxy -tie hold-down anchor application see typical detail below. INSTALLATION AND FOR ALL PERMANENT BRACING IDENTIFIED ON THE TRUSS 4. Space nails at 12" o.c. along intermediate framing members. For addition information see "Simpson Strong -Tie Connectors catalog" PLANS. 5. Sheathing is to be directly applied to studs and all edges blocked. Tighten all nuts on bolted connections at the latest procticable time SHEAR WALL FRAMING 6. For shear walls: PI-3 & PI-2 all framing members receiving before covering them with further construction. SEE SHEAR WALL SCHEDULE edge nailing from abutting panels shall not be less than 3-inch nominal member or dbl studs fastened together per bottom plate nailing schedule above. Plywood joint nailing shall be staggered. PLYWOOD DIAPHRAGM 7. Anchor bolts to have a minimum 3"x3"x1 /4" thick plate washers. 4 1/2" o HOLD-DOWN ROOF SHEATHING OF SIZE SHOWN ON THE ARCHITECTURAL PLANS IS TO BE APA 8. Provide full width blocking below post at ends of shear walls. -I11 3/4" \ PER PLAN 1 RATED 15/ 32" PLYWOOD or 7/16" O.S.B. SPAN RATED 24/16 MINIMUM 9. Install anchor bolts within 12" and no closer than 4" of each plate break and holdovvn anchor. r m 7rl- -- 0 DIRECTLY NAILED TO SUPPORTING TRUSSES OR RAFTERS with LONG DIMENSION10. Edge nailingat ends of shear walls is to post with tie -down attached to it, 7�2 \� -- PERPENDICULAR TO SUPPORTS with 8d COMMON @ 6" o.c. AT ALL EDGES AND even if sheathing extends past the past. CONCRETE I ID 12 o.c. AT ALL INTERMEDIATE SUPPORTS. ; SLOTTED BPS5/8-3 FOR SLOTTED BPS5/8-6 FOR STANDARD CUT 1.3/4" 0 FOUNDATION -6 �-�--- - - --- -- 5/8"0 ANCHOR BOLTS 5/8"0 ANCHOR BOLTS x1 1/16" x3/64" WASHER.FLOOR SHEATHING (SUB -FLOORING) OF SIZE SHOWN ON THE ARCHITECTURAL STEEL STRAP SCHEDULE TYPE ALLOW. TENSION LOAD # for SPF or BTR FASTENERS EACH END MOTES CS16 1705 13-8d ST6224 2540 14-16d H2.5 365 10-8d total H 1 400 10-8d total A35 600 12-8d x 1 .1 /2" A34 445 8-8d x 1. 1 / 2" HALF THE SPAN LENGTH OF THE JOIST. C. FLOOR JOISTS ARE TO BE BLOCKED AT ALL BEARINGS. d. WALL TOP PLATES ARE TO HAVE STAGGERED SPLICES A MINIMUM OF 4'-0" APART AND NAILED TOGETHER IN THE SPLICE ZONE WITH MINIMUM OF (8)-16d COMMON NAILS. e. WOOD IN CONTACT WITH THE WEATHER, SOIL, CONCRETE or MASONRY IS TO BE PRESERVATIVE TREATED. METAL_ CONNECTOR FOR WOOD: THE MODEL NUMBERS OF METAL CONNECTORS WHERE SPECIFIED ON THE PLANS ARE THOSE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. OR USP EQUIVALENT AS SPECIFIED IN THEIR LATEST CATALOGS, BOLTS ARE TO BE A307 WITH WASHERS AT ALL WOOD SURFACES BENEATH HEAD OR NUTS. BOLT HOLES ARE TO BE 1/16" GREATER IN DIAMETER g� I {� C ANCHORAGE � I n THAN BOLT DIAMETER. N E VV EXISTING �I FOUNDATION SILL PLATE AN C H 0 RAG E AND STYPE AS SPECIFIEBE D OBY SIMPSON. NAILSRE AND OF QUANTITY, SIZE, LENGTH I EPDXY -TIE HOLD-DOWN ANCHOR RETROFIT FOUNDATION ROOF SHEATHING PER PLAN, NAILED OUTRIGGER CONNECTION DESIGN CRITERIA: 1. Verif all dimension With architectural plains. Verify all w/8d NAILS @ 6"o.c. @ PANEL EDGES PER DIET. "5/S1" 2x4 BRACE AT 6'-0"o.c. ROOF DEAD LOAD '15 psf y P y & 12"o.c. ALONG INTERMIDIATE 8d @ 6"o.c. MAX., APPLY WHEN SNOW LOAD 25 psf dimensions prior to start of work or ordering materials. FRAMING. (NO BLOCKING) DIAGHONAL BRACING HAS ROOF TRUSS BOTTOM CHORD LIVE LOAD 1Opsf GABLE END LENGTH MORE THAN 6' ROOF SHEATHING 8d @ 4"o.c. TO 2x4 (ROOF TRUSS BOTTOM CHORD LIVE LOAD DOES NOT ACT 2. Bottom of all footing are to be level and rest on BLOCKING ' /,---TRUSS 2x4 w/ A34 @ PER PLAN CON,CURENTLY WITH THE ROOF LIVE LOAD) undisturbed soil regardless of elevations shown on plan. W/SHEATHING FLOOR DEAD LOAD 10 psf SIMPSON H1 SEISMIC CLIP @ PER HEATH EACH END FLOOR LIVE LOAD 40 p3. Clean looting excavation immediately before concrete 2ERIOR, IF H1 LOCATED AT i IMPORTANCE FACTOR 1.0 psf is placed to remove all softened or loosened materials. INTERIOR SIDE OF THE WALL, I (5)-8d ROOF 9, ADD RBC ROOF CLIP @ 24"o.c. SHEATHING TO 2x4 OUTRIGGER. H1 @ 24 o.c. WIND VELOCITY (3-second gust) 110 mph 4. Do not locate foundation Vent Openings under shear FROM BLOCKING TO WALL TOP BLOCKING \ @ 24"o.c.F WIND EXPOSURE "B„ walls with anchor bolts spacing less than 24°' o.c. OR PLATE. INTERNAL PRESSURE FACTOR 018 H2.5 EACH SIDE AT MULTI -PLY TRUSS MANUFACTURED 8d NAILS AT / -- TRUSSES PER 611o.c. SHEATHING---------. PLAN TO BLOCKING \\ EDGE NAILING PER I SHEAR WALL SCHEDULE I SHEAR WALL PER TO BE USED BETWEEN p PLANS IS TO BE 3/4" PLYWOOD or 23/32" O.S.B. APA RATED STUDD-I-FLOOR NUTS AND SLOTTED II ll b J ll ll p 3 � fi ll D Q Co II'll �°. UNDERLYMENT GRADE ,.with LONG DIMENSION PERPENDICULAR TO SUPPORTS with BEARING PLATES ifll co I- II II 8d COMMON @ 6" o.c. AT ALL EGES AND 12" o.c. AT ALL INTERMEDIATE p NEW FOUNDATION n P °VII III SUPPORTS. 1' 6" 4" WOOD FRAMING BP5/8-3 FOR 5/8"0 RETROFIT ANCHOR 1 3/4" 2x LUMBER TO BE HF#2 or BETTER EXCEPT WALL STUDS MAY BE HF STUD 2" MAX. ANCHOR BOLTS 2 3/4" MAX. PER TABLE MIN MIN. GRADE &SILL PLATE HF3 WHERE NOT SPECIFIED ON THE PLANS; (3)-#4 REBAR EPDXY 4 5/16" FOR HDU2; HDU4; HDU5 GROUTED TO EXISTING 1/2" MAX. GAP BPS5/8-6 - 1/2" MAX. GAP 4.3/8" FOR HDU8 a. COLUMN 1N WALLS ARE TO BE (2)-2x STUDS OF THE SAME WIDTH AS a ✓ FOUNDATION BEARING PLATE ELEVATION SECTION m C L C L THE WALL and NAILED WITH 16d @ 24" o.c. (UNLESS NOTES OTHERWISE) BP5/8-3 or BPS5/8-3 CU NWA.SDH'ER b. FLOOR FRAMING PARALLEL TO INTERIOR PARTITIONS IS TO HAVE TWO BEARING PLATE FLOOR JOISTS DIRECTLY BENEATH EACH PARTITION IF PARTITION EXCEEDS ONE a. -2x P.T. SILL PLATE 4 FINISH GRADE � FINISH GRAD EXISTING FOUNDATION - REiNFORCEMENT�r = = = = = PER PLAN a 5/8" 0 ANCHOR BOLT __V_1a a PER PLAN, 12" MAX. FROM ENDS & 7" G a MIN. EMBEDMENT OPTION 2 EXTERIOR CONCRETE OPTION 3 For addition information see "Simpson \\\\\ sTEM WALL PER PLAN FOR WALLS SHEATHED ON BOTH SIDES ANCHOR BOLTS TO BE STAGGERED Strong -Tie Connectors catalog" Q m 2 1 \ (4)-16d NAILS 2x4 DIAGONAL P' BRACE @ 48"o.c. SIMPSON A34 @ 48"o.c. BRACE TO TOP WALL PLATE 2x NAILER W/16d @ 6"o.c. 16d @ 6"o.c. PANEL EDGE NAILING SIMPSON REQUIRED EPDXY -TIE MINIMUM EMBEDMENT 6" WALL ADHESIVE FOR FULL ANCHOR HOLD-DOWN 'HD' CAPACITY END WALL MIDWALL HDU2 "SIMPSON" 10" 10„ HDU4 SET-XP RFB #5x16 857# ASD 1357# ASD HDU5 (1200# LRFD) (1900 LRFD) "SIMPSON" 7/8"0 15" 15" HDU8 SET-XP 857# ASD164-2# ASD THRU-BOLT (1200# LRFD) (2300 LRFD) HDU11 CAST IN PLACE HDU14 APPLICATION ONLY s' rri`x Kzt FACTOR 1.00 locate them at rim joist. 5. All back -fill against foundation wails must be FOR SEISMIC DESIGN USED EQUIVALENT LATERAL FORCE PROCEDURE compacted to 90% relative density unless otherwise 4 I @ (4)-10d SEISMIC FORCE RESISTING SYSTEM IS BEARING LIGHT FRAMED WALLS directed by the soil report. EACH BLOCK ' WOOD STRUCTURAL PANELS OCCUPANCY CATEGORY II 6. Lap all bars in accordance w/ACI 318 but not less 1 -6, MAX. --- SEISMIC FORCE -RESISTING SYSTEM BEARING WALL SYSTEM than 40 bar diameter nor less than 1 8' . All horizontal DROPPED GABLE /(2)-16dD SITE CLASS "D" bars shall be developed at corners. P END TRUSS DESIGN SPECTRAL RESPONSE ACCEL. Sds 0.930 7, Contractor to provide concrete landing and or stoop DESIGN SPECTRAL RESPONSE ACCEL Sd1 0.532 IMPORTANCE FACTOR FOR SEISMIC DESIGN 1.0 P at all egress door as er local codes, SHEATH PER RESPONSE MODIFICATION FACTOR 6.5 8. The minimum clear spacing between parallel bars in a GRAIN NAILS P1-6 SEISMIC DESIGN CATEGORY "D" layer shall be D-bar but not less than 1 inch, SEISMIC RESPONSE COEFFICIENT 0.1431 g. See plan and shearwall schedule for anchors spacing FOUNDATION DESIGN CRITERIA and shearwall requirements. Elsewhere use 5/879 0 anchors at 5P-O"o.c. 129' max from ends U.N.Q. Allowable soil bearing capacity 1500psf 110. Follow "SIMPSON STRONG TIE" Catalog instruction for Equivalent Fluid Pressure 35psf/ft installation of all connectors. Lateral Sliding Coefficient 0.25 11 The ex Deed concrete rnust be 3000 PLAN & SCHEDULE Lateral Passive Pressure 150psf/ft P ! P I I Frost depth 18" \\--GABLE END WALL Concrete Compressive Strength (USD Design) 2500psi The minimum cement content per cubic yard TRUSS C 0 N N ECT O N TRUSS GABLE END OUTRIGGER C 0 �i N ECT 0 of concrete is 5.2 sacks' Special inspection is y 0" L- \ \ \ not required R U� IEi;"JEI FOP,', 2, RF-10 I RF-46 � RF-70 Concrete Compressive Strength (Weathering) 3000psi � �.� Concrete reinforcing bars 40000psi Anchor bolts A307 or BTR