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510 8 AVE N-SITE PLANGENERAL NOTES: 1.0 GENERAL 0 s THESE STRUCTURAL NOTES SUPPLEMENT THE SPECIFICATIONS, ANY DISCREPANCY FOUND AMONG THE DRAWINGS, SPECIFICATIONS, THESE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE OWNER, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK THE CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION. 1.1 CODES ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE CITY OF EDMONDS. 2012 INTERNATIONAL RESIDENTIAL CODE (IRC), AS AMENDED AND ADOPTED BY THE CITY OF EDMONDS AND THE STATE OF WASHINGTONt A.G.I. 318, A.IS.C. 9TH EDITION, AND A.I.T.C. 3RD EDITION. 1.2 DESIGN CRITERIA A. LIVE LOADS ROOF (SNOW) 25 PSF FLOOR RES 40 PSF FLOOR DECKS (00 PSF B. LATERAL LOADS: WIND DESIGN CRITERIA: 1. BASIC WIND SPEED 85 mph 2. WIND IMPORTANCE, I W = 1.00 (CATEGORY II) 3. WINDOW EXPOSURE 'B' 4. INTERNAL PRESURE COEFFICIENT N/A (SIMPLIFIED WIND LOAD METHOD - 1609b) 5. COMPONENTS AND CLADDING ZONE POSITIVE PRESSURE NEGATIVE PRESSURE 1 11.9 PSF -133 PSF 2 11.9 PSF -152 PSF 2 (OVERHANG) -24.1 PSF 3 11.9 PSF -152 PSF 3 (OVERHANG) -24.1 PSF 4 13.0 PSF -14.1 PSF 5 13.0 PSF -11A PSF TOPOGRAPHIC EFFECT FACTOR K =1.0 TZ SEISMIC DESIGN CRITERIA: 1. SEISMIC IMPORTANCE, le = 1.0 SEISMIC USE GROUP 1 2. MAPPED SPECTRAL RESPONSE ACCELARATIONS S =155% Sd = 545, 3. SITE CLASS : D 4. SITE RESPONSE COEFFICIENTS: S ds = 1.03% S dl =545 5. SEISMIC DESIGN CATEGORY: D 6. BASIC SEISMIC -FORCE -RESTING SYSTEM: BEARING WALL SYSTEM 1. DESIGN BASE SHEAR: 18.8 KPS 8. SEISMIC RESPONSE COEFFIENTS: Cs -0.14 9. RESPONSE MODIFICATION FACTOR: R=65 10. SIMPLIFIED SEISMIC ANALYSIS RPOCEDURE 1.3 SOIL DATA FOR LOCATIONS SEE SOILS REPORT. SOIL BEARING 9 CONT. SPREAD FOOTINGS = 2000 PSF. ALLOW 33-1/3% INCREASE FOR LOADS FROM WIND OR SEISMIC ORIGIN. EQUIVALENT FLUID ACTIVE PRESSURE AND PASSIVE PRESSURE ARE 35 PCF AND 300 PCF, RESPECTIVELY. 2.0 SITE WORK 2.1 EXCAVATION EXCAVATE FOR FOOTINGS DOWN TO DEPTH SHOWN ON DRAWINGS OR TO FIRM UNDISTURBED MATERIAL. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (P'c = 2000 PSI), OR BE STRUCTURALLY FILLED PER SECTION 22 AND SHALL BE AT THE CONTRACTOR'S EXPENSE. 2.2 BACKFILL AND COMPACTION BACKFILL SHALL NOT BE PLACED UNTIL AFTER THE REMOVAL OF ALL FORMS, SCREEDS, OTHER WOOD DEBRIS AND MATERIAL SUBJECT TO ROT OR CORROSION. USE ONLY MATERIALS APPROVED FOR BACKFILL . IN AREAS UNDER SLABS OR FOOTINGS, MATERIAL SHOULD BE GRANULAR IN NATURE, PLACED IN 6-INCH LIFTS AND COMPACTED TO AT LEAST 95% OF MAXIMUM DRY DENSITY AS DETERMINED BY AASHTO COMPACTION TEST, PROCEDURE T-180. THE FILL SHOULD BE LIMITED TO GLEAN, GRANULAR MATERIAL. 3.0 CONCRETE 5 SACKS OF CONCRETE PER CUBIC YARD 3.1 GENERAL ALL CONCRETE SHALL BE HARD ROCK CONCRETE MEETING REQUIREMENTS FOR "ULTIMATE STRENGTH TYPE CONCRETE", PER ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING." PROPORTIONING OF INGREDIENTS FOR EACH CONCRETE MIX SHALL BE BY METHOD 2 OR THE ALTERNATE PROCEDURE GIVEN IN ACI 301. PLACE CONCRETE PER ACI-304 AND CONFORM TO ACI-604(306) WINTER CONCRETING AND ACI-605(305) FOR HOT WEATHER CONCRETING. CONCRETE SHALL BE PLACED TO AVOID SEGREGATION, HONEYCOMBING OR POCKETS. USE INTERIOR MECHANICAL VIBRATORS WITH 1000 RPM MINIMUM FREQUENCY. DO NOT OVER -VIBRATE. CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR CONTROL JOINTS. PROTECT ALL FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE HOT OR COLD TEMPERATURES FOR SEVEN DAYS AFTER POURING. PROVIDE ENGINEER WITH PROPOSED CONSTRUCTION OR CONTROL JOINT LOCATIONS FOR HIS APPROVAL, OR USE JOINTS AS SHOWN ON THE DRAWINGS. ALL TIES AND ANCHORS SHALL BE CUT OFF FLUSH WITH THE SURFACEt SURFACES WHERE EXPOSED SHALL BE SMOOTH AND FREE FROM IRREGULARITIES. 3.2 STRENGTH TWENTY-EIGHT DAY COMPRESSIVE STRENGTHS SHALL BE: SLABS ON GRADE : 2000 PSI MAX SLUMP 3" (UNSUPERVISED) FOOTING # WALLS: 2000 PSIt MAX SLUMP 4" (UNSUPERVISED) THESE SLUMPS MAY BE INCREASED IF A PROPER ADDITION OF POZZOLITH IS ADDED TO ALLOW HIGHER SLUMP AND GREATER WORKABILITY WITHOUT CHANGING THE WATER CONTENT OF THE ORIGINAL MIX DESIGN. PROPORTION MIX ACCORDING TO IRC n04. 3.3 MATERIAL: MATERIAL: CEMENT, WATER < AGGREGATES PER ACI 301 A. CEMENT MUST CONFORM TO ASTM 150, TYPE I OR TYPE II. ENGINEER'S APPROVAL IS REQUIRED FOR USE OF TYPE III CEMENT. B. WATER TO BE CLEAN AND POTABLE. C. COARSE AND FINE AGGREGATES TO CONFORM TO A6TM-G33. 3.4 MATERIALS A. WATER REDUCING ADMIXTURES: MUST CONFORM TO ASTM-C494, POZZOLITH 344N, POZZOLITH 100XR, OR POZOLITH 122HE. POZZOLITH SHALL BE INCORPORATED INTO ALL CONCRETE IN EXACT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS "SYNERGIZED PERFORMANCE SYSTEMS" CONCRETE USING POZZOLITH ADMIXTURES TO PRODUCE FLOWABLE CONCRETE MAY BE USED WITH THE ENGINEER'S APPROVAL. ADMIXTURES AND DOSAGES WILL VARY DEPENDING ON CLIMATIC CONDITIONS AND THE CONTRACTOR'S J0561TE REQUIREMENTS. MAXIMUM SLUMP FOR "SYNERGIZED PERFORMANCE SYSTEMS" CONCRETE SHALL NOT EXCEED 6". USE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. B. AIR ENTRAINMENT: CONFORM TO ASTM-C260 AND ASTM-C494, M5-AE-10 BY MASTER BUILDER ENTRAIN 59. +/- 19. AIR BY VOLUME IN ALL EXPOSED CONCRETE. C. OTHER ADMIXTURE: NO OTHER ADMIXTURES PERMITTED UNLESS PRIOR APPROVAL IS GIVEN BY THE ENGINEER 3.5 REINFORCING STEEL DETAIL, FABRICATE AND PLACE PER ACI-315 AND ACI-318. SUPPORT REINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR TIES. A. STEEL REINFORCEMENT SHALL BE NEW, DEFORMED BILLET STEEL, MEETING ASTM A615, GRADE 60 FOR 05 AND LARGER BARS, EXCEPT AS NOTEDt GRADE 40 FOR 04 AND SMALLER BARS. SHOP DRAWINGS SHALL BE MARKED ACCORDINGLY AND SUBMITTED TO THE I ENGINEER FOR REVIEW PRIOR TO FABRICATION. GRADE 60 REBARS SHALL NOT BE BENT IN FIELD AFTER PLACING. B. REINFORCEMENT IN ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS OR CORNER BARS PROVIDED, BOTH VERTICAL AND HORIZONTAL. C. LAPS: ALL TENSION SPLICES ARE ACCORDING TO ACI 318-89, CLASS B AND ALL COMPRESSION SPLICES ARE 30 DIAMETERS, UNLESS NOTED OTHERWISE. D. TRIM REINFORCING: AROUND ALL OPENINGS SHALL BE A MINIMUM 1-05 TOP AND BOTTOM, EXTENDING 2'46" BEYOND OPENING AT EACH CORNER SEE TYPICAL DETAILS. E. WELDING: TACK WELDING OF REBAR IS NOT PERMITTED UNLESS CALLED F. MINIMUM REINFORCING: WHERE REINFORCEMENT IS NOT SHOWN ON DRAWINGS, THE "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318-89) SHALL BE REFERRED TO FOR PROPER REINFORCEMENT. G. REBAR COVER: PROVIDE CONCRETE PROTECTION FOR REINFORCEMENT AS FOLLOWS: I 3" CONCRETE DEPOSITED AGAINST EARTH 2" CONCRETE DEPOSITED AGAINST FORMS BUT EXPOSED TO EARTH 1-1/2" TO TIES IN COLUMNS, AND TIED REBAR IN WALLS 1-1/2" FOR BARS IN SLABS ON GROUND 3/4" INTERIOR FACE OF WALLS H. WELDED WIRE FABRIC: ASTM-A185 AND ASTM-A82 J. MINIMUM STEEL REQUIREMENTS FOR CONCRETE WALL USING 04 REBAR HEIGHT VERTICAL HORIZONTAL 0'-6' IS" O.G. 18" O.C. 6'-9' 16" O.G. 10" O.C. 3.6 FOUNDATION ANCHOR BOLTS 5/6" STEEL BOLTS, WITH 1" MIN. EMBEDMENT INTO CONCRETE. PROVIDE A MIN. OF (2) BOLTS PER SILL PLATE. ANCHOR BOLTS SHALL BE PLACED AT 12" O.G. FOR ONE STORY, 48" O.G. FOR TWO STORY RESIDENCES AND REFER TO LATERAL ENGINEERING FOR THREE STORY RESIDENCES. ADDITIONALLY, ONE BOLT MUST BE NO LESS THAN 1" FROM EACH END OF EACH INDIVIDUAL SILL PLATE. ANCHOR BOLT WASHERS MUST BE A MINUMUM OF 3"x3" (SQUARE) x 3/16" (THICKNESS) 4.0 CARPENTRY 4.1 ROUGH CARPENTRY ALL 2x FRAMING LUMBER SHALL BE STUD GRADE DOUG-FIR FOR STUDS AND STANDARD OR BETTER FOR PLATES OR AS SHOWN ON THE DRAWINGS OR BELOW. ALL 2" LUMBER SHALL BE KILN DRIED (KD) OR SURFACE DRIED (SD). EACH PIECE OF LUMBER SHALL BEAR THE STAMP OF THE WEST COAST LUMBER MATERIALS B SHOWN BELOW GRADE MARK OR APPROVED EQUAL. OTHER I (2 1 " W TER 2x a 3x STUDS - STUD GRADE DOUG-FIR M E R S 0 BE 2x JOISTS - *1 DOUG-FIR I N S T D BY CITY 4x444x6COLUMNS -01DOUGLAS FIR ------------- bx HEADERS - *1 DOUGLAS FIR 4xHEADERS - 02 DOUGLAS FIR ------------- ALL EXPOSED MATERIALS OR MATERIAL IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. 4.3 CARPENTRY HARDWARE A. BOLTS SHALL BE ASTM A-301. B. WASHERS SHALL BE MALLEABLE IRON WASHERS(MIN). I EXISTING POWER C. NAILS SHALL BE COMMON, AMERICAN OR CANADIAN MANUFACTURER ONLY. POLE D. LAG SCREWS, SHEAR PLATES - SEE NATIONAL DESIGN SPECIFICATION. E. ANCHORS AND CONNECTORS SHALL BE SIMPSON, TECO, BOWMAN OR OTHER TOP SS MANHOLE # 2� ICBO APPROVED. I DATUM PT. F. PROTECTION HARDWARE EXPOSED TO WEATHER OR TO VIEW OR IN UNHEATED PORTION OF BUILDING SHALL BE GALVANIZED. RIM 95.5 4.4 MINIMUM NAILING - PER 2012 IRC INV 92.75 4.5 GLUE -LAMINATED TIMBER ALL STRUCTURAL GLUE -LAMINATED TIMBER, MATERIALS, MANUFACTURE AND QUALITY CONTROL SHALL BE IN CONFORMANCE WITH VOLUNTARY PRODUCT STANDARD PS56 "STRUCTURAL GLUED LAMINATED TIMBER", AND ALL MEMBERS SHALL BE MARKED WITH A QUALITY MARK THEREOF. ALL PLIES SHALL BE DOUGLAS FIR COAST REGION. CAMBERS ARE AS SHOWN ON THE DRAWINGS. ALL MEMBERS SHALL BE EITHER COMBINATION 24F-V4 (SIMPLE SPAN) OR 24F-V8 (CANTILEVERED OR CONTINUOUS SPAN) AS APPLICABLE. ALL MEMBERS SHALL BE INDUSTRIAL APPEARANCE AND SHALL BE GLUED WITH WATERPROOF ADHESIVE PER P.S. 56, ARCHES SHALL BE COMBINATION 24F-V8 AND HAVE EXTERIOR GLUE, ARCHITECTURAL GRADE. 5.0 MISCELLANEOUS VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO PROCEEDING. PROVIDE ERECTION BRACING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFNESS ARE INSTALLED. REFER TO ARCHITECTURAL PLANS FOR WALL OPENING, ARCHITECTURAL TREATMENT AND DIMENSIONS NOT SHOWN. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SIZE AND LOCATION OF ALL OPENINGS FOR DUCTS, PIPES, CONDUITS, ETC., NOT SHOWN. 6.0 ENERGY 2012 WASHINGTON STATE ENERGY CODE WINDOWS 30 'U' VALUE CREDIT 55 DOORS 20 'U' VALUE 2012 WASHINGTON STATE ENEF rGY CODE CREDIT 55: GAS WATER HEATER TO HAVE MINIMUM EF OF 0.82 MEDIUM GAS FURNACE 25'-0" 10'-0" NORTH SITE PLAN SOT 3 SCALE: 1- -20 0" M LOT SLOPE: FLAT LOT AREA: 12,017 SQ. FT. BUILDING LOT COVERAGE: 3.280 SQ. FT./12-017= 14.30' Cn C-�-) -K��'- - - - - - - - - - CD3Ww CO O O 0 &TORM WATER DETENTION WAVER SY DON FIENE 0-1/1-1/200-1: REFER TO 05-05-2009. DISCHARGE DIRECTLY INTO REGIONAL DETENTION FACILITY JUST WEST OF SITE WHICH DISCHARGES DIRECTLY INTO PUGET SOUND. �CCCEP T ABLE TIGHT SIF MATERIAL WR 35 SCH 40 N-12 PR10 HANCC Applicant shall repair/replace all danMe to utilities or frontage improvements in City right-of-way per city standards that Is caused or occurs during the permitted project OWNEFJCONTRACTOR IS RESPONSIELc FOR EROSION CONTROL AND DAMAGE HEIGHT CALC. I'1VU1'_)t ul'(HUCJ: A) 94 B) 93 C) 93 D) 93 AVERAGE = 93.25 MAX HEIGHT = 93.25 + PROPOSED HEIGHT = GARAGE GRADES: A) 9 4.2 5 B) 97 C) 94.25 D) 93 AVERAGE = 94.63 MAX HEIGHT = 94.63 + PROPOSED HEIGHT = APPROVED AS NOTED _ BY ENGaNEERING Date:__ NO 4 ,o,1N, uJ - Iol�o PoS�b 1Nt-r�_ --(#is Pg_rr_kT. WrUTy 5zu.35 hWt2F07 W/7h�- &#W-1- &R-f - VCA1 W6f 70(17 901 25 = 118.25' 117.25' 'Gone `y Comer A Flag Setbacks Required -Actual Front a _ : A< - Sides Ic , c -� 0�� ' 0 Rear Other Height _aS ai 15 = 109.63' 109.0' RESUB fit 12016'�l i�UIL ING SEPAkcENT CITY OF EDMONDS CITY COPY REISVB MAR 14 2016 BUILDINS REPAR7,MENT CITY OF EDMONDS U J J Cn 0 W N 0 0 00 Z 0) 0 0 j.. Cl) Z Z UW♦♦ M=^^ V J Z Z Q W w CO > WQ • Z coo U � T W U) W SF�F -2d! S j nr GENERAL I SITE PLAN PROJECT NO. DESIGN DRAWN ISSUE DATE LATEST REV.