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Home My WebLink AboutPermit File BLD-2018-0695 4113 R Avenue (7)STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: ROOF 12 PSF FLOOR 12 PSF LIVE LOADS: ROOF (SNOW LOAD) 25 PSF RESIDENTIAL 40 PSF DECK 60 PSF EARTHQUAKE LOADS: EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. SITE CLASS D SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.106 ONE SECOND SPECTRAL RESPONSE ACCEL (Si) 0.437 SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 0.780 ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) 0.455 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR 00 1.0 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM PLYWOOD SHEAR WALLS RESPONSE MODIFICATION FACTOR, (R) 6.5 REDUNDANCY FACTOR (p) 1.0 SEISMIC RESPONSE COEFFICIENT (CS) 0.120 W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. SS BASE SHEAR (V), V = CSW = RID I W WIND LOADS: BASIC WIND SPEED (3 SECOND GUST) 115 MPH EXPOSURE B KZT 1.0 SPECIAL INSPECTIONS SPECIAL INSPECTIONS SHALL BE PROVIDED IF REQUIRED BY THE CITY OF ANACORTES BUILDING DEPARTMENT. STRUCTURAL OBSERVATION IS NOT REQUIRED. FOUNDATIONS: SPREAD FOOTINGS ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED) FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE#200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557-00. CONCRETE ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH SECTION CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS: MAXIMUM MIN CEMENT TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC MAXIMUM SHRINKAGE STRAIN RATIO YARD *ALL CONCRETE 3000 PSI 0.55 5 1/2 SACK N/A THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. * PROVIDE 3000 PSI TO MEET DURABILITY REQUIREMENTS. 2500 PSI Pc CONCRETE MEETS STRENGTH REQUIREMENTS FOR DESIGNED FOOTING, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED. REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI 318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE PER SCHEDULE. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. MINIMUM LAPS AND EMBEDMENT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED BELOW: fc = 2500 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS OTHER BARS ALL BARS TOP BARS THE BAR#3 ALL BARS 24 18 9 30 23 12 #4 31 24 12 41 31 15 #5 39 30 15 51 39 19 #6 47 36 18 61 47 23 #7 68 53 21 89 68 27 #8 78 60 24 102 78 30 NOTE: 1. ALL LENGTHS ARE IN INCHES. 2. ALL LAP SPLICES ARE CLASS B. 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. CONCRETE COVER ON REINFORCING CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CONCRETE EXPOSED TO EARTH AND WEATHER: #5 BARS AND SMALLER 1 1/2" CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS AND JOISTS 3/4" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" CONCRETE GENERAL NOTES VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS NOTED. LUMBER ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fc (PSI) SLEEPERS DOUG-FIR STUD 700 - LIGHT FRAMING (STUDS) HEM -FIR STUD 675 800 2x JOISTS AND PLANKS HEM -FIR #2 850 - PLATES AND BLOCKING HEM -FIR #2 850 - 6x AND LARGER BEAMS AND STRINGERS DOUG-FIR #2 875 - 4x AND SMALLER BEAMS AND STRINGERS HEM -FIR #2 850 - ALL POSTS AND TIMBERS DOUG-FIR 1 #1 1200 1000 REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1. NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: NAIL SHANK 0 MIN LENGTH 8d COMMON 0.1310 2 1/2" SHANK 10d COMMON 0.1480 3" SHANK 12d COMMON 0.1480 3 1/4" SHANK 16d COMMON 0.1620 3 1/2" SHANK 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148" 0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS, SCREWS, OR BOLTS IN EACH MEMBER. INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. GALVANIZATION UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED ACCORDING TO THE FOLLOWING TABLE: GALVANIZATION UNTREATED WOOD CCA-C SBX ACQ-C ACQ-D CBA-A CA-B OTHER BORATE ACZA OTHER PT WOOD G90 X X X G 185 X X X X X X HDG X X X X X X STT300 j X I X I X I X I X j X I X j X G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA HDG = HOT DIP GALVANIZED SST300 = TYPE 316L STAINLESS STEEL TIMBERSTRAND, MICROLLAM, AND PARALLAM MEMBERS FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT NO. ESR-1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME, PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Flo (PSI) Fv (PSI Fc (PSI) BEAMS & POSTS (d < 9 1/2") LSL 1.3E 1,700 425 1,835 RIMS & BEAMS (d >_ 9 1/2") LSL 1.55E 2,325 310 - BEAMS & POSTS LVL 2.0E 2,600 285 2,510 POSTS (d < 9 1/2") PSL 1.8E 2,400 190 2,500 BEAMS (d >_ 9 1/2") PSL 2.2E 2,900 290 - TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY -USE APPLICATIONS. UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. RATED SHEATHING RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. EXISTING BUILDING CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE REDESIGN. CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. w N/ wv SHOP DRAWINGS SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION: 1. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR HAVE BEEN RECEIVED. STRUCTURAL STEEL STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION. SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI. \ PLATES, ANGLES, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI. STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI. BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. ANCHOR BOLTS SHALL CONFORM TO ASTM A307. ALL EXTERIOR EXPOSED STEEL SHALL BE HOT -DIP GALVANIZED OR OTHERWISE COATED PER ARCHITECTURAL RECOMMENDATIONS. CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUAL OF STEEL CONSTRUCTION, WELDING WELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE PER TABLE 5.8 IN AWS D1.1, LATEST EDITION. ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. FOUNDATION, FLOOR, AND ROOF FRAMING PLAN NOTES: 1. EXTERIOR FOOTINGS SHALL BEAR A MIN OF V-6" BELOW ADJACENT GRADE. 2. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL. 3. WHERE SLAB ON GRADE IS INDICATED, SLAB SHALL BE 4" THICK W/ 6x6-W1.4 x W1.4 WELDED WIRE FABRIC REINFORCEMENT (CENTERED). SLAB SHALL BE POURED OVER A 8 MIL VAPOR BARRIER OVER 4" OF 5/8" CRUSHED ROCK. 4. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. 5. FLOOR SHEATHING SHALL BE 3/4" PI 48/24 WITH 10d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. 6. ALL DIAPHRAGMS UNBLOCKED UNO. 7. UNLESS NOTED OTHERWISE, ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU OR HUC SERIES FACE MOUNT HANGERS W/ MAX NAILING. 8. UNLESS NOTED OTHERWISE, ALL JOIST -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU SERIES FACE MOUNT HANGERS W/ MAX NAILING. 9. UNLESS NOTED OTHERWISE, ALL BEAM -TO -POST CONNECTIONS AT ISOLATED POSTS (I.E. NOT IN A STUD WALL) SHALL BE SIMPSON CCQ OR ECCQ COLUMN CAPS. 10. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN 11. ROOF SHEATHING SHALL BE 1/2" PI 40/20 WITH 8d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR TRUSSES, AND BLOCKING OR TRUSS BLOCKING PANELS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ 12" OC. 12. SOLID BLOCKING EQUAL TO COLUMN WIDTH AND DEPTH SHALL BE INSTALLED IN THE JOIST SPACE BELOW ALL UPPER LEVEL COLUMNS. NOTE: RAISE STEM WALL AS REQ'D AT PERIMETER AREAS WHERE NEEDED DUE TO GRADES. 5/8" ABS @ 4'-0" O.C. (2) #4 CONT TOP STUD WALL PER PROVIDE BLOCK OUT FRAMING PLAN NOTES AT DOOR OPENINGS SLAB ON GRADE AND SHEATHING AND SUBGRADE PER NAILING PER PLAN FOUNDATION PLAN z Q #4 @ 12" OC EA WAY PAVING OR FINISHED CENTERED IN WALL GRADE PER ARCH °� N DRAWINGS a X X 000 CPO 000 (:�p0.0 0 0 0 *0 o o� o e� Oo o ,O OO Oro O° O o0 0 ° o 00 z O��o 0 a oo 0 000000 0o0 0°0 zl O OO ° O - 0 11 FOOTING DRAIN / 8" m cr_ u PER TYP DETAIL / / ALT HOOK AS 1' 4" SHOWN (3)-#4 BOTTOM TYPICAL STEM WALL DETAIL SCALE: 1" = V-0" 4" 0 PERFORATED PVC PIPE PER LOCAL CODES WITH 6" OF 1" MINUS GRAVEL ALL AROUND, WRAPPED IN NON -WOVEN GEOTEXTILE FABRIC. SLOPE TO DRAIN 1/8" PER 1'-0" MIN. TURN DOWN PERFORATIONS AS SHOWN a O 0 0 0° O o0 OOP 0 a 0000 000 O a a 000 o0 0 0 OO 4 O °O� OO 0 O /�/ -III-III-III= 1 LINE OF MAX EXCAVATION. IF SOIL IS OVER EXCAVATED, REPLACE WITH LEAN MIX CONCRETE. FIRM BEARING SOIL OR COMPACTED STRUCTURAL FILL 1 TYPICAL FOOTING DRAIN SCALE: 1" = V-0" STAGGER NAILS ON EA SIDE OF PANEL JOINT . . . . . . . . . . . . . . . . . . -Fl------ - - - - - - - - - - - - - - - - - - - - - -------r-1-----�I� II II II II II II II II II II III I j I I I I I I I I i 1 I ICI II II II (� HEADER PER PLAN I j I I I I I I I I 11 I I I I.1 I•I I'I I'I I'I 1.1 1 1. •11 11 II I II II II II I 1 •I I•I 1 I j 1 1 I 1 2x FRAMING AT11 CRIPPLE STUDS PER 1 1 1 1 1 1 I I 11 11 ADJOINING PANEL EDGES I I I PLAN; DO NOT CUT 1 II 1 1.1 I•I I 1• I'I I I I I 1 1 AWAY MATERIAL FROM 1 I• 1 1 I I I' 1 1 I I I I I I 1 1 I I CRIPPLE STUDS j 1 1 1 I I I •1 1 I I I I I I I I I I I 1 11 II I 1 I II II II II II•I 11.11 11 II I'1 1 II II II II 111 1 1 1 1 1 I I I •1 1 1 I I II II II I II II II FULL -HEIGHT 1 I•I 1 I' HOLDOWN CHORD 1 1 1 1 1 1 I I I •1 1 1 _ _J L_-_-__J L_ -_-__J L_-_-_ 1 1 1 1 1 1 I I 1 1 1 1Mi 1 I•I 1 1 1 I I I' I I I ' -� r--' --' 7 r' --' ---1 r-' --' 1 1 1 1 1 1 I I I •1 11 1 1 11 11 1 1 1 1 I.1 I I I. 1 1•I 101 101 101 11.11 11 II 1 1 11 II II II 1 1 1 1 1 1 I I I •1 1 1 I I I I I I 1111 11 II I 1 11 II II II 11.11 11 II I'1 11 II II II 1 1 1 1 1 1 I I I •1 1 1 I I I I I I 1 I I 1 I.1 I•I I. 1 1•I I'I I'I I'I 1 I•I 1 1 1 I I I � � � I I I I I I 1 1 I I I I I I I I I 1 1 I I 1 1 I I AB W/ SIMPSON BP PL WASHER, TYP I•I 1 1 I.1 I I I I I I 101 101 101 II I••1 11 II II II II I.I �i II II II II I II II II I I I •I A 1�1 I I I I I I PT SILL PLATE I'I I' 1 11 I'I I'I 101 -- - J1-- I I I I I I -1L------1L------L II ^� II II I I I I I I I I I I I I I 4 II II 11 II II II -I I I -III- 5/8" AB @ 5'-0" A 11 H- I I I I CONCRETE FOOTING 1/ OR P/T SLAB RIM BOARD �\ OR RI OCKING NOTES: 1. REFER TO STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. 2. FOR SHEAR WALLS WHERE NO HOLDOWNS ARE SPECIFIED THE FIRST AB SHALL BE LOCATED NOT MORE THAN V-0" AND NOT LESS THAN (7) BOLT DIAMETERS FROM END OF WALL. NOTE: SUPPORTS AT SOLID POSTS SIM BEAM PER SIMPSON LTP4 C A35 FRAMII` ANCHOR EACH S11 OF BEA SOLID OR MULT STUD COLUMN PER F,_ TYPICAL SHEAR WALL DETAIL SCALE: 3/4" = V-0" ADJACENT NAILS IN A ROW ARE TO BE DRIVEN FROM OPPOSITE SIDES, TYP FOR 2x4 STUDS, PROVIDE SINGLE ROW OF NAILS STAGGERED EA SIDE WITH 1 1/2" EDGE DISTANCE. FOR 2x6 STUDS, PROVIDE (2) ROWS OF NAILS SPACED AT 2 1/2" W/ 1 1/2" EDGE DISTANCE 9" OC MAX SPACING BETWEEN ADJACENT NAILS IN A ROW 0.131"0 x 3" NAILS, TYP (5) STUDS MAX TO BE USED FOR BUILT-UP COLUMNS TYPICAL BUILT-UP STUD COLUMN DETAIL SCALE: 1" = V-0" BEAM WIDTH, MIN UNO PARALLEL TO STUD WALL JOIST DIRECTION PER PLAN STUD WALL TYPICAL FLUSH BEAM SUPPORT DETAILS SOLID STUD COLU,.,,. SIMPSON A35 (ONLY REQUIRED AT EXTERIOR HEADERS GREATER THAN G SPAN) (6) 0.131"0 x 3" NAILS - TYPICAL STUDS NOTE: WHERE CONCRETE WALL WITH HT> 2'-6" EXISTS, ROD MAY SHEAR WALL PER EXTEND 24" MIN INTO WALL W/ PLAN NUT & WASHER AS SHOWN COUNTERSINK ADDITIONAL END STUD AS REQ'D HOLDOWN PER PLAN THREADED ROD AS REQ'D FOR HOLDOWN W/ NUT AND WASHER AT BASE. EXTEND ROD INTO FTG, TYP UNO II Nli TOP OF FTG I a II 1 a 3 a 11 a G a I 1 a 4 II a a a a a a � � mU HOEDOWN DETAIL (NEW FOOTING) SCALE: 1" = V-0" �e1►1��Zel�►1e11� 1►[e PANEL EDGE NAILING INTO HOLDOWN CHORDS, TYP INTERMEDIATE NAILING @ 12" OC SHEATHING PER PLAN NOTES 2-2x HOLDOWN CHORD. REFER TO TYPICAL BUILT-UP COLUMN DETAIL ADDITIONAL END STUD IF REQUIRED TO PROVIDE COUNTERSINK FOR HOLDOWN BOLTS HOLDOWN ANCHORAGE PER PLAN SIMPSON CNW COUPLER 1/2" TO NUT W/ SIZE TO MATCH SHEATHED EDGE HOLDOWN ANCHORAGE PANEL EDGE NAILING CONTINUE HOLDOWN CHORD TO FOUNDATION CONCRETE STEM WALL CONCRETE FOOTING TYP DOUBLE TOP PLATE BEAM OR HEADER PER PLAN AND NOTES NAILING PER TYP BUILT-UP STUD COLUMN DETAIL LEI I AT HOEDOWNS: PROVIDE FULL HT MIN (2) CRIPPLE STUDS UNO PER PLAN HOLDOWN CHORDS PER HD SCHED. OTHERWISE: (1) 2x FULL HT TYPICAL HEADER DETAIL SCALE: 1" = V-0" BEAM PER PLAN SIMPSON A35 EACH `SIDE OF BEAM i cn = o� ;w J LL I a C JK/ . PERPENDICULAR TO STUD WALL FSTUD WALL ROOF SHEATHING AND NAILING PER PLAN NOTES (ON THIS SHFI-1 2x RI 16d @ 6" 0. SHEATHING AND NAILING PER PLAN NOTES STUD WALL PER PLAN SECTION 3/16" x 3" x 3" PLATE WASHER TYP II, II a I II „ II SECTION A -A SCALE: 1 1/2" = V-0" COUNTERSINK ADDITIONAL END STUD AS REQ'D SOLID FILL JOIST SPACE BELOW HD CHORDS SHEAR WALL PER PLAN 1 13011Z91TITI►1aa.1»eU ii I I THREADED ROD AS REQ'D THREADED ROD AS REQ'D I I PER PLAN. INSTALL PER PLAN. INSTALL I I W/ HILTI HIT-HY 200 EPDXY W/ HILTI HIT-HY 200 EPDXY I I I II a I Il u a II 11 a. d (� dam: VERIFY 1/2" a dd d d �� a a AB@4'-0" . a 4 . 1 (MIN) d. a d d d 4 4 EXIST CONCRETE WALL 1 HOLDOWN DETAIL (EXIST FOOTING) SCALE: 1" = V-0" NOTE: STAGGER SHEATHING AS SHOWN. (IBC TABLE 2306.3.1, CASE 1 SHEATHIr PANEL, T CONTINUOUS PANEL EDGES PANEL EDGES 2x OR 3x BLOCKING ONLY IF BLOCKED DIAPHRAGM it rnri^rirn TYPICAL FLOOR/ ROOF SHEATHING DETAIL SCALE: NTS EDGE NAILING PER PLAN 0.131"0 x 3" NAILS @ 9" OC (2) ROWS OF 0.131"0 x 3" NAILS @ 9" OC STUD WALL PER FRAMING PLAN NOTES, TYP SHEATHING (OR GWB) AND NAILING PER PLAN EDGE NAILING PER PLAN v A. CORNER INTERSECTION B. 'T' INTERSECTION TYPICAL WALL INTERSECTION DETAIL SCALE: 1" = V-0" 2x6 STUD @ 2x4 CROSS WALL 2x8 STUD @ 2x6 CROSS WALL EDGE NAILING PER PLAN 0.131"0 x 3" NAILS @ 9" OC STUD WALL PER FRAMING PLAN NOTES, TYP SHEATHING (OR GWB) AND NAILING PER PLAN CONCRETE p WALL LINTEL PER leLz PLAN AT 4 HEAD OF OPENING 1/4"0 x 3" CONCRETE SCREWS @ 12" OC NOTE: SAWCUT DOOR OPENING AND EXTEND LINTEL ANGLE 3" BEYOND EDGE OF OPENING ON EACH SIDE. STEEL LINTEL AT SAWCUT DOOR OPENING Project Name: 4 1 13 R Improvements Architect's Project Number: 1809 Project Address: 4 1 13 R Avenue Anacortes, WA 96221 Owner: Martin and Sarah Lee Owner's Address: PO Box 75G Anacortes, WA 98221 Drawn: 3 1 October 2018 Revised: 30 November 202 I Sheet Contents: Structural Notes Structural Details G . G WAS �cS� ;9L 3 �41 ONAL 130121 U W N 00 00 d\ x � U d � 0 z O U � F� W a o N t� Q In � o con � � o O O1 � O N o m � F- Vn N v / SCALE: 1" = V-0" SCALE: 1" = V-0" SCALE: 1 1/2" = V-0" s I I Architect's Project Number: TREAD/RISER PER ARCH USE 1 1/8" PLYWOOD TREADS UNO 2x12 BLOCKING 1/2" AB @ 3'-0" OC OR PROVIDE HILTI X-DNI (0.145"0) @ 12" OC. EMBED MIN 2" INTO CONCRETE W/ STANDARD STEEL WASHER TREATED 2x SILL PLATE -n TYPICAL STAIR SECTIONS SCALE: 1" = V-0" NOTE: AT CONDITION WHERE JOISTS ARE PARALLEL TO STUD WALL, THE DTT1Z TIES SHALL BE CONNECTED TO 2x BLOCKING SECURED IN THE JOIST BAY W/ (3) 10d TOE OR END NAILS 5/8" SPACERS ATTACH JOIST TO CONT LEDGER W/ SIMPSON LUS SERIES HANGERS DECKING Partial Foundation Plan 1 5 10 SCALE IN FEET 2x12 NOTCHED STRINGER DO NOT OVERCUT NOTCHES BEAM PER PLAN FOR TREAD/RISER EXISTING WOOD STUD WALL 2x BLOCKING ATTACHED TO EXISTING 2x RIM OR 2x BLKG BETWEEN JOISTS. SECURE EA END W/ (3) 10d TOE OR END NAILS SIMPSON DTT1Z TENSION TIE @ 8'4" OC AND (1) @ EA END OF DECK DECK JOIST PER PLAN J u 2x PT HF#2 LEDGER EXISTING JOISTS ATTACHED TO RIM W/ (2) PER PLAN 5/8" 0 GALVANIZED THRU BOLTS @ 12" OC. DO NOT EXISTING WOOD BEAM (WHERE OVER -DRILL BOLT HOLES. IT OCCURS). SIM CONDITION HAS A STUD OR CONCRETE WALL BELOW THE FRAMING LEVEL INSTEAD OF A BEAM DECK CONNECTION TO HOUSE SCALE: 1" = V-0" 1/4" CAP PL, TYP EA COL STEEL BEAM PER PLAN (ON BOTH SIDES ONLY WHERE APPLICABLE) 3„ 11/2" N N STEEL BEAM PER PLAN ♦ - SHEAR PL 3/16 x 4 1/2 x 0'-6" W/ (2) 3/4"0 A325-N BOLTS 3/16 COL PER PLAN BEAM -TO -COLUMN CONNECTION 2x12 STRINGER 2x6 SISTERED TO SIDE OF 2x12 W/ (2) ROWS JOIST PER OF 10d NAILS PLAN STAGGERED @ 6" OC AS SHOWN • HUC28-2 W/ FULL NAILING 3" 11/2" STEEL COLUMN I I PER PLAN 5/8" THREADED RODS I I EMBEDDED INTO I 10" x 10" FOOTING AS SHOWN CONCRETE PLINTH I W/#3 TIES @ 3" OC 3/4" LEVELING I GROUT I FINISHED GRADE N I I OR CONCRETE SLAB PER PLAN (3) #4 BOT BARS, II II EACH WAY II II II II � II II _ c[ m U 2'-0" DECK COLUMN FOOTING SCALE: 1" = V-0" N N STEEL BEAM PER PLAN I ♦ _ I ♦ M I SHEAR PL 3/16 x 4 1/2 x 0'-6" W/ (2) 3/4"0 A325-N BOLTS COPE FLANGE AS REQ'D BEAM -TO -BEAM CONNECTION STEEL BEAM SHEAR PLATE CONNECTIONS SCALE: 1" = V-0" 3/8" STIFF PL EA SIDE Cr'*'- - 9" 10/ ♦ � 3/16 ♦ ♦ BASE PL 5/8 x 9 x 0'-9" W/ (4) 5/8" N THREADED RODS STEEL BASE PLATE STEEL BEAM CONNECTION SCALE: 1" = V-0" TYP F-11 Al»all »e1► 5 1/4 x 0'-10" /8" 0 BOLTS UMN V FLAT DECKING ROOF SHEATHING AND NAILING PER PLAN NOTES (ON THIS SHEET) 2xRIM - 16d @ 6" O.C. - SHEATHING AND NAILING PER PLAN NOTES STUD WALL PER PLAN SECTION SCALE: 1" = V-0" HSS4x4x3/16, CONN PER DET 6 CONT 2X6 DECK JOISTS PLATES PER PLAN ROOF JOISTS PER PLAN DECK RAILING PER MFR CONT RIM, AT TO EACH JOIST W/ (3) 13d END NAILS FLAT 2x BLOCKING AT RAIL DECKING POST LOCATIONS ONLY, DECK JOISTS ATTACHED TO EACH JOIST PER PLAN W/ (3) 10d END NAILS ) A3 A35 CLIP AT JOIST AT r RAIL POST 2x BLI<G 10d TOENAILS @ 8" OC 2x NAILER RIPPED TO WIDTH OF BEAM W/ 1/2"0 BEAM PER CARRIAGE BOLTS @ 24" OC PLAN STAGGERED EACH SIDE OF WEB (CONTRACTOR HAS OPTION TO COUNTERSINK) DECK EDGE DETAIL SCALE: 1" = V-0" CONNECTION PER DET 6 HSS4x4x3/16, CONN PER DET 7 L i cc C7 w 0CIO a 11 3 ccS1. a a aF HSS4x4x3/16, CONN PER DET 6 IPT 2x8 HF #2 @ 16" S I M 4143 Ln S2.1 (D w Q m m 1 a x O cc W8x18 (GR 50) DROP BEAM A PT 2x8HF HSS4x4x3/16, #2 @ 16" Q CONN PER DET 6 m a k O m cc o W8x1�(GR DROP- DBL JOIST 15/32" PLYWOOD SHEATHING ONE FACE OF WALL WITH 8d @ 6" OC PANEL EDGE NAILING. REFER TO DETAILS ON S1.1. AT BASE OF WALL PROVIDE 16d @ 6 OC SILL PLATE NAILING INTO RIM/BLOCKING & CONNECT RIM/BLOCKING TO MUD SILL W/ A35 CLIPS @ 16" OC. AT TOP OF WALL PROVIDE A35 CLIPS @ 16" OC BETWEEN DBL TOP PLATE & RIM/BLOCKING. Sir W/ STE HSS4x4x3/16, CONN PER DET 7 5 2x RIM ----------- W8x18 (GR 50) DROP BEAM L- N 00 o N @ 2 C a :13- S2.1 1 46 H F #2 r 1 3 2 2x8 H F #2 @ 24" 3 y 6x6 DF POST 5 1/8" x 12" 24F-V4 GLB ■ DROP BEAM L EXISTING 2x10 JOISTS (2)-2x, TYP UNO ■ 2x6 HF @16"_ ■ C HSS4x4x3/16 W 8x18 (GR 50) DROP BEAM 7 11 S2 00 iD N U_ _ JM 00 N N @j N a a � S I M 3 52.1 VERIFY VERIFY VERIFY (2)-2x ■ 46 HDR 4x6 HDR 6x6 DF POST (2)-2x EACH END 4x10 DF #2 2x6 HF @ 16"4(4) x 0 DF #2 • 2x 4x6 EA H F#2 101 L5 x 3 x 1/4" LINTEL PER DETAIL 12/S1.1 2x6 HF (2)-2x, ' @ 16TYP UNO H (n O J m 0 ERIFY 4x12 HDR LEGEND ® PROPOSED SHEAR WALL OVER EXTENTS SHOWN Y PROPOSED FLOOR IN -FILL FRAMING W/ 3/4" PLYWOOD OVERLAY NOTES OAT NEW EXTERIOR WALLS, INSTALL 15/32" PLYWOOD SHEATHING EXTERIOR FACE OF WALL WITH 8d @ 6" OC PANEL EDGE NAILING. REFER TO DETAILS ON S1.1 FOR INSTALLATION & CONNECTION INFORMATION AT BASE AND TOP OF WALLS. OPROVIDE (2) END STUDS & SIMPSON HDU2 HOLD-DOWN W/ 5/8" THREADED ROD INTO STEM WALL BELOW. REFER TO DETAILS ON S1.1. O(2)-2x FULL HEIGHT+ (1)-2x CRIPPLE. INSTALL SIMPSON HDU2 HOLD-DOWN W/ 5/8" THREADED ROD INTO STEM WALL BELOW. REFER TO DETAILS ON S1.1. EXISTING GARAGE HEADER I SISTER (2) 1 3/4" x 11 7/8" r ant rind^ inrrni�n I VI Tn FACH CInF nF IN -FILL EXISTING STAIR OPENING. EXTEND FRAMING TO CENTRAL BEARING WALL AS SHOWN (3) 1 3/4" x 9 1/4" LVL (ALIGN BELOW UPPER LEVEL COLUMN) LANDING X— ALL SLOPED BEAMS STRINGERS (2)-2x PER (2)-2x10 STAIR DETAILS, TYP Main Floor Framing Plan HF#2, TYP NORTh I 5 10 SCALE IN FEET EXISTING 2x10 JOISTS (2) 2x STUDS WALL LEGEND ® PROPOSED SHEAR WALL OVER EXTENTS SHOWN Project Name: 4 1 13 R Improvements Architect's Project Number: 1809 Project Address: 4 1 13 R Avenue Anacortes, WA 96221 Owner: Martin and Sarah Lee Owner's Address: PO Box 75G Anacortes, WA 98221 Drawn: 3 1 October 2018 Revised: 30 November 202 1 Sheet Contents: Foundation Plan Framing Plans Structural Detail GAS' WAR �F E7 o 39553 11 S L 0NAL 11 �0/ 21 U W N 00 a, U d � z O 0 U H W a N o N Q Q In con � o � o � � O O1 O N F- � O m � � N S2.1