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APPROVED BLD APPROVED BLD BLD2020-0750+Structural Plans+7.21.2020_10.01.39_AMQ*7AL SiRUICiURAL NXES (The following apply unless shown otherwise on the plans) CRITERIA I. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2015 EDITION). 2. DESIGN LOADING CRITERIA FLOOR LIVE LOAD (RESIDENTIAL BALCONIES) (00 P5F DESIGN LOADING CRITERIA - LATERAL LOADS WINE) VULT = 110 MPH (3-5ECOND GUST), VAS[) = 85 MPH (3-5ECOND GUST) ENCLOSED BUILDING, EXPOSURE '15% KZT=1.0 DIRECTIONAL PROCEDURE PER A5CE 1-10 CH21 EARTHQUAKE RISK CATEGORY 2, IE =1.0 55 =1.311 , 51 = 0.5180, 51TE CLA55 = D (ASSUMED), 5D5 = 0818, 5D1 = 0.551, 5DC = D, 55FR5 = PLYWOOD SHEAR WALLS R = 6.5 55FR5 = TIMBER FRAMES C5 =0.5853, RHO =13 DESIGN BASE SHEAR V=3bK EQUIVALENT LATERAL FORCE PROCEDURE IDE51GN LOADING CRITERIA - DEAD LOADS FLOOR DEAD LOAD (RESIDENTIAL DECK FLOORS) 15 PBF 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND ALL OTHER D15CIPLINE5' DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY D15CREPANCIE5 PRIOR TO CONSTRUCTION. DISCREPANCIES: THE CONTRACTOR SHALL INFORM THE ENGINEER IN WRITING, DURING THE BIDDING PERIOD, OF ANY DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS OR IN THE 5PECIFICATION5 OR OF ANY VARIATIONS NEEDED IN ORDER TO CONFORM TO CODE5, RULES AND REGULATIONS. UPON RECEIPT OF SUCH INFORMATION, THE ENGINEER WILL SEND WRITTEN IN5TRUCTION5 TO ALL CONCERNED. ANY SUCH DISCREPANCY, OMISSION, OR VARIATION NOT REPORTED SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, AND WORK SHALL BE PERFORMED IN A MANNER A5 DIRECTED BY THE ENGINEER 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER 51ZE5, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMEN5ION5 OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED A5 GUIDELINES ONLY AND MUST BE FIELD VERIFIED BY THE CONTRACTOR OR THE CONTRACTOR'S SUBCONTRACTOR 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. ERECTION PLANS AND INSTALLATION OF SHORING 5Y5TEM5 ARE THE RESPONSIBILITY OF THE CONTRACTOR AND THE SHORING SUPPLIER THE SHORING SHALL NOT BE SUPPORTING ON THE EXISTING STRUCTURE. CHANGES IN FIELD CONDITIONS DURING CONSTRUCTION WILL REQUIRE RE-EVALUATION BY THE CONTRACTOR AND THEIR SHORING INSTALLER. 6. CONTRACTOR SHALL BE RE5PON515LE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. 1. CONTRACTORII/8 INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ONLY ON SHOP DRAWINGS WILL NOT SATISFY TH15 REQUIREMENT. 8. DRAWING5 INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, 5U15JECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 9. ALL STRUCTURAL 5Y5TEM5 WHICH ARE TO BE COMPOSED OF FIELD ERECTED COMPONENTS SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER 10. STRUCTURAL ELEMENTS FREQUENCY OF IN5PECTON CODE REFERENCE CONCRETE DRILLED AND EPDXIED 15OLT5, ROD5 AND ANGHOR5 PERIODIC 150 TABLE 1105.3 ITEM 4, AGI 315 11.82.4 DRILLED AND EPDXIED REINFORCING CONTINUOUS I5C TABLE 1105.3 ITEM 4, ACI 315 11.82.4 EXPANSION BOLTS AND THREADED EXPAN51ON INSERTS PERIODIC I5C TABLE 1105.3 II. STATEMENT OF SPECIAL INSPECTIONS SHALL CONFORM TO THE REQUIREMENTS OF SECTION 1105 OF THE 2015 I5C A5 FOLLOWS: A. THE FOLLOWING 5Y5TEM5 WILL BE SUBJECT TO THE 5E15MIC QUALITY ASSURANCE: PLYWOOD SHEATHED SHEAR WALLS CONCRETE FOUNDATIONS 5. SPECIAL INSPECTION AND TESTING OF PLYWOOD SHEATHED SHEAR WALLS AND CONCRETE FOUNDATIONS SHALL CONFORM TO 15C SECTION 1108. C. THE TYPE AND FREQUENCY OF TESTING REQUIRED SHALL BE PER 15C SECTION 1108 AND 1104, D. THE TYPE AND FREQUENCY OF SPECIAL INSPECTIONS REQUIRED SHALL BE PER I5C SECTION 1101 AND 1104. E. THE TYPE AND FREQUENCY OF SPECIAL INSPECTIONS REQUIRED SHALL BE PER I5C SECTION 1106 AND 1104. F. THE REQUIRED FREQUENCY AND DI5TRI5UTION OF TESTING AND SPECIAL INSPECTION REPORTS SHALL BE THE RE5PON5151LITY OF THE INSPECTION/TESTING AGENCY. REPORTS SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD WITHIN 14 DAY5 OF INSPECTION. G. STRUCTURAL 055ERVATION OF THE LATERAL AND GRAVITY STRUCTURAL 5Y5TEM5 SHALL OCCUR AT APPROPRIATE INTERVALS DURING CONSTRUCTION. THE STRUCTURAL ENGINEER SHALL 055ERVE THAT THE WORK 15 PROGRE551NG IN GENERAL CONFORMANCE WITH THE CONTRACT DOCUMENTS AND ACCORDING TO THE DE51GN INTENT. H. A STRUCTURAL 055ERVATION REPORT SHALL BE 5U5MITTED TO THE ARCHITECT OF RECORD AFTER EACH 055ERVATION. Special inspection report required for installation of Helical piles and soils for this project. Please provide the SI documentations prior to final. OBTAIN ELECTRICAL PERMIT FROM STATE LABOR & INDUSTRIES wamcmICA 12. FOUNDATION AND SLAB NOTES: SUB -GRADE PREPARATION INCLUDING DRAINAGE, BACKFILL, EXCAVATION DEPTHS, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER IN THE FIELD. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST 18' BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTH5/ELEVATION5 SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY. THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE SOILS ENGINEER WORKING WITH THE CONTRACTOR IN THE FIELD. CONTRACTOR SHALL PROVIDE THE SOILS REPORT TO ALL RELATED SUBCONTRACTORS FOR BIDDING AND CONSTRUCTION PURPOSES. CONTRACTOR AND ALL SUBCONTRACTORS SHALL THOROUGHLY REVIEW THE ABOVE REFERENCED SOILS REPORT. EXCAVATION DEPTHS NOTED IN THE SOILS REPORT SHALL GOVERN OVER THE FOOTING DEPTHS SHOWN GRAPHICALLY ON THE STRUCTURAL DRAWINGS TO ACHIEVE THE ALLOWABLE BEARING PRESSURE REFERENCE[) BELOW. CHANGE ORDERS WILL NOT BE ACCEPTED FOR EXCAVATIONS LESS THAN THE MINIMUM DEPTHS NOTED IN THE SOILS REPORT. ALLOWABLE 12" DIAMETER HELICAL PILE CAPACITY (COMPRESSION/TENSION) 10 KIPS ALLOWABLE 12" DIAMETER HELICAL PILE CAPACITY (LATERAL) 1.63 KIPS BASED ON IH:6V BATTER MINIMUM PILE EMBEDMENT I FEET BELOW GRADE MINIMUM EFFECTIVE TORQUE 4410 FT-L55 12" HELICAL PILES SHALL BE MINIMUM 2-1/8" DIAMETER CENTRAL SHAFT WITH 10"/12" X 3/8" HELICAL CONFIGURATION. AT LEAST (2) PILES SHALL BE TEN51ON TESTED TO 200% OF ALLOWABLE CAPACITY. ALLOWABLE PRESSURE BELOW 12" DIAMETER CONCRETE 50NOTU5E 1500 P5F SOILS REPORT REFERENCE: NGA 1151019 BY NELSON GEOTECHNICAL A550CIATE5, INC 13. AUGERCA5T PILING INSPECTION BY THE 501L5 ENGINEER SHALL BE PERFORMED DURING PLACEMENT. MAXIMUM AUGERCA5T PILE ECCENTRICITY SHALL BE 3' LATERALLY. PILE LENGTH INDICATE[) ON DRAWINGS 15 ESTIMATED. ACTUAL LENGTH SHALL BE DETERMINED IN FIELD BY SOILS ENGINEER. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO DRILLING PILES. 14. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905 AND ACI 301. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF PC = 2,500 P51 AND MIX SHALL CONTAIN NOT LE55 THAN 5-1/2 SACKS OF CEMENT PER CU51C YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5' OR LE55. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX 15 SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES A5 WELL A5 THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND 5U55TANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318 SECTION 5.3. REVIEW OF MIX 5U5MITTAL5 BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260-06, C494M-05A, C618-05, C989-06, AND C1011M-01. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH ACI 318 TABLE 4.4.1. 15. REINFORCING STEEL SHALL CONFORM TO A5TM A615 (INCLUDING SUPPLEMENT 51), GRADE 60, FY = 60,000 PSI. EXCEPTION: ANY BARS SPECIFICALLY NOTED ON THE DRAWINGS A5 "GRADE 40", FY = 40,000 P51. GRADE 60 REINFORCING 5AR5 INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A106. REINFORCING COMPLYING WITH A5TM A615(51) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. D1.4 ARE SUBMITTED. WELDED WIRE FABRIC SHALL CONFORM TO A5TM As 185. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO A5TM A615, GRADE 60, FY = 60,000 PSI. 16. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 5P-66 (04) DETAILING MANUAL AND THE LATEST EDITION OF ACI 318. LAP ALL CONTINUOUS REINFORCEMENT 30 BAR DIAMETERS OR 214 0' MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS 30 BAR DIAMETERS OR 2'11/8 0' MINIMUM. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8' AT SIDES AND ENDS. NO 5AR5 PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY 50 DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER 11. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE A5 FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3' FORMED SURFACES EXPOSED TO EARTH (I.E. WALLS BELOW GROUND) OR WEATHER (% 5AR5 OR LARGER) 2' (05 BARS OR SMALLER) 1 1/2' COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2' 18. EMBEDDED ITEMS IN CAST -IN -PLACE CONCRETE: EMBEDDED ITEMS IN CAST -IN -PLACE CONCRETE SHALL NOT BE `WET-5ET" UNLE55 SPECIFICALLY APPROVED BY ENGINEER OF RECORD. THE5E ITEMS INCLUDE, BUT ARE NOT LIMITED TO, REINFORCING STEEL, ANCHOR 5OLT5, DEFORMED BAR ANCHORS, EMBED PLATES, OR OTHER M15C. STEEL 5HAPE5 TO BE CAST INTO CONCRETE. 19, EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH HIT -RE 500 V3 ADHESIVE ANCHOR 5Y5TEM5 A5 MANUFACTURED BY HILTI, INC. OR PURE110+ ADHESIVE ANCHOR SYSTEM A5 MANUFACTURED BY DEWALT - POWER5 OR AN ENGINEER APPROVED ALTERNATE THAT HAS I.C.0 TEST DATA FOR THEIR SPECIFIC PRODUCT AND APPLICATION. INSTALL IN STRICT ACCORDANCE WITH I.C.0 REPORTS FOR SPECIFIC EPDXY UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS. HOLE 51ZE SHALL BE 1/8' LARGER THAN BAR, ROE) OR BOLT SIZE. NOTE: NO WELDING 15 TO TAKE PLACE WITHIN 24" OF HARDENED EPDXY. 20. EXPANSION BOLTS INTO CONCRETE SHALL BE KWIK BOLT TZ WEDGE ANCHORS AND THREADED EXPAN61ON IN5ERT5 INTO CONCRETE OR CONCRETE MASONRY UNIT SHALL BE KWIK BOLT 3 MASONRY ANCHORS A5 MANUFACTURED BY HILTI, INC OR APPROVED EQUAL INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. INSERTS INTO CONCRETE MA50NRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SPECIAL INSPECTION 15 REQUIRED FOR ALL EXPANSION BOLT AND INSERT INSTALLATION. ANCHORS SHALL HAVE A CURRENT ICC REPORT. am 21, FRAMING LUMBER SHALL BE KILN DRIED, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.5. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 16, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS, UNLESS OTHERWISE NOTED ON THE PLANS: JOISTS: (2 X MEMBERS) DOUG FIR *2 MINIMUM BA51C DE51GN 5TRE55, F5 = 900 P51 (3 X AND 4 X MEM5ER5) DOUG FIR 11 MINIMUM BA51C DE51GN 5TRE55, F5 = 1000 P51 BEAMS AND 5TRINGER5: (INCLUDING (o X 10 AND LARGER MEMBERS) DOUG FIR 01 MINIMUM BA51C DE51GN 5TRE55, F5 = 1200 P51 P05T5 AND TIMBERS: (6 X (o AND LARGER) DOUG FIR *2 MINIMUM BA51C DE51GN 5TRE55, F5 = 900 P51 STUDS, PLATES 4 MISCELLANEOUS LIGHT FRAMING: DOUG FIR STANDARD GRADE MINIMUM BA51C DE51GN 5TRE55, F5 = 515 P51 BOLTED FRAMING: STUDS, LEDGERS, AND PLATES DOUG FIR *2 MINIMUM BA51C DE51GN 5TRE55, F5 = 900 P51 FRAMING MEMBERS NOTED A5 PRE55URE TREATED (PT) (INCLUDING LEDGERS, PLATES, 5TUD5, PO5T5, JOISTS 4 BEAMS) HEM FIR #2 MINIMUM BA51C DE51GN STRESS, F5 = 850 P51 22. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI / AITC A190.1-2002, AMERICAN NATIONAL STANDARDS INSTITUTE AND A5TM D3131-05. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLA5 FIR COMBINATION 24F-V4, F5 = 2,400 PSI, FV = 165 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLA5 FIR COMBINATION 24F-V8, F5 = 2400 PSI, FV = 165 PSI. CAMBER ALL GLULAM BEAMS TO 2,000 FT RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. USE GLT" SERIES HANGERS AS REQUIRED TO FIT GLU-LAM BEAMS U.ON. 23. PLYWOOD SHEATHING SHALL BE GRADE Gl/a D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH DOC PSI. SEE PLANS FOR THICKNESS, PANEL IDENTIFICATION INDEX AND NAILING REQUIREMENTS. 24. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN DIRECT CONTACT WITH SOIL SHALL BE PRESSURE -TREATED WITH ALKALINE COPPER QUATERNARY (ACQ). ALL WOOD MEMBERS (INCLUDING PLATES) IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH 50DUIM BORATE (5BX). ALL METAL CONNECTORS IN CONTACT WITH 'AGO' PRESSURE -TREATED LUMBER SHALL BE TYPE 304 OR 316 STAINLESS STEEL. THIS INCLUDES WASHERS, SCREWS, NAILS, HANGERS, AND ANY OTHER MISCELLANEOUS LT. GAGE METAL CONNECTORS. WHERE AGO LUMBER IS USED IN INTERIOR CONIDITIONS, GI85 ('HOT -DIP' GALVANIZED TO 185 OUNCES PER SQUARE FOOT) METAL CONNECTORS MAY BE USED IN LIEU OF 5TAINLE55 STEEL. METAL CONNECTORS 1/2' THICK OR GREATER NEED NOT BE GALVANIZED FOR INTERIOR U5E. METAL CONNECTORS 1/2' THICK PLUS ARE TO BE GALVANIZED FOR EXTERIOR USE, UNLESS SPECIFIED OTHERWISE BY THE ARCHITECT. 25. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE 'STRONG -TIE' BY 51MP50N COMPANY, A5 SPECIFIED IN THEIR CATALOG NO.C-2019. EQUIVALENT DEVICE5 BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE IC50 APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS A5 SPECIFIED BY MANUFACTURER CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR 5TRAP5 CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO A5TM A301. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG 5CREW5 BEARING ON WOOD. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL 5HIM5 SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) A5 MEMBERS CONNECTED. ALL JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH 'U' SERIES J015T HANGERS. ALL DOUBLE J015T BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "HU" 5ERIE5 J015T HANGERS. ALL TRIPLE -JOIST 5EAM5 SHALL BE CONNECTED TO FLUSH BEAMS WITH "HU" SERIES J015T HANGERS. 26. HOLDOWN5 CALLED OUT BY LETTERS 'HDU', AND 'HD', ARE MANUFACTURED BY THE 51MP50N COMPANY, A5 SPECIFIED IN THEIR CATALOG NO.C-2019. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE 5U56TITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. EACH 51MP50N HOLD-DOWN SHALL BE BOLTED TO A MINIMUM OF (2) 5TUD5. 5EE SCHEDULE ON PLANS FOR FURTHER STUD REQUIREMENTS. PROVIDE NUMBER AND 51ZE OF FASTENERS A5 SPECIFIED BY MANUFACTURER. ALL HOLDOWN5 SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL 5OLT5 AND LAG 5CREW5 BEARING ON WOOD. 21. WOOD FRAMING NOTES-- THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. COORDINATE THE 51ZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL 5OLT5 AND LAG 5CREW5 BEARING ON WOOD. 5. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2 X 4 STUDS Q 16' O.C. AT INTERIOR WALLS AND 2 X 6 9 1(o' O.C. AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE ENE) OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 2 X 8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS LE55 THAN OR EQUAL TO 8' IN HEIGHT. FOR HEIGHTS fE8', PROVIDE CONTINOU5 SOLID BLOCKING AT 4'-0" OC. ALL STUD WALLS ATTACHED TO CONCRETE FOUNDATION WALLS SHALL HAVE THEIR LOWER WOOD PLATES BOLTED WITH 5/8" DIAMETER ANCHOR BOLTS g 6'-O' O.C. WITH 3' X 3' X 1/4' SQUARE WASHERS OR 3' DIAMETER ROUND WASHERS UNLE55 OTHERWISE NOTED. LAYOUT OF WALL PLATES, STUDS, AND ANCHORS SHALL CONFORM TO THE REQUIREMENTS OF SECTION 230810 OF THE 2012 IBC. ALL SILL PLATE PIECES SHALL HAVE A MINIMUM OF TWO ANCHOR BOLTS EMBEDDED INTO CONCRETE, WITH THE FIRST ANCHOR BOLT LOCATED NOT MORE THAN 12" FROM THE END OF THE PLATE, AND NO CLOSER THAN 4" TO THE END.ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16D NAILS AT 12, O.C. STAGGERED. UNLESS INDICATE[) OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP P05T5 SHALL BE NAILED TO EACH OTHER WITH 16D a 12' O.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR 5URFACE5 AND GYPSUM SHEATHING ON EXTERIOR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING WITH NAILS AT I' O.C. USE 51) COOLER NAILS FOR 1/2' G115 AND 6D COOLER NAILS FOR 5/8' GWB. USE III GAUGE, 1-3/4' LONG, 1/16' HEAD, DIAMOND POINT, GALVANIZED NAILS FOR EXTERIOR SHEATHING. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOI5T5 UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN ONE-HALF OF THE J015T LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE BRIDGING 0 V O.C. AND SOLID BLOCKING AT ALL BEARING POINTS. COORDINATE THE 51ZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. TOENAIL JOI5T5 TO 5UPPORT5 WITH TWO 16D NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH 51MP50N METAL J015T HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULT111/8 J015T 5EAM5 TOGETHER WITH 16D g 12' O.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 8D NAILS 9 6' O.C. TO FRAMED PANEL EDGES AND OVER STUD WALLS A5 SHOWN ON PLANS AND 6 12' O.C. (10' O.C. AT FLOORS) TO INTERMEDIATE 5UPPORT5. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOI5T5/TRU55E5 AT UNBLOCKED ROOF SHEATHING EDGES OR PROVIDE SOLID BLOCKING. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS AT UNBLOCKED EDGES OR SHALL BE SUPPORTED WITH 50LID BLOCKING. TOENAIL BLOCKING TO PLATE WITH 16D a 12' O.C. OR (2)16D EACH END AT SUPPORTS UNLE55 OTHERWISE NOTED. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS, INSTALL FLAT 2X BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. D. NAILING: MINIMUM NAIL DIAMETER AND LENGTH SHALL BE A5 FOLLOW5: NAIL 51ZE ON DRAWINGS OR DETAILS DIAMETER AND LENGTH SHEATHING NAILS 8D 0.131" X 2 '/4' 10D 0.148" X 2 '/z" FRAMING NAILS 8D 0.131" X 2 '/2" 101) 0.148" X 3" 16D 0.161" X 3 '/z" City Of Edmonds Building Department Work DECK/ STORAGE ---------------------------------------------------- Address 16211 70TH PL W Owner FOSTER Approved Date 1 / 12/2021 Building Official W. V Permit Number BLD2020-0750 ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE CITY OF EDMONDS BUILDING DIVISION APPROVED PLAN RECEIVED Jul 23 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL ENGINEERS 23914 56th Avenue W. - Suite 200 Mountlake Terrace, WA 98043-5263 Ph: (206) 623-0769, (425) 640-7333 WWW.ilgross.com U }' U) C:) C 0 CU N O 0 .� 00 W_M Q 0 �--+ 0 U) _0 .Ske o 4_, W r E WQ N —0 p c0 LU H Ir— REVISIONS NO DATE DESCRIPTION TI TLE GENERAL STRUCTURAL NOTES DESIGNED VM DRAWN KMH CHECKED VM DATE 6/16/20 JOB NUMBER S1.0 SDCI REVIEW r. .�I Hardware and fasteners in contact with preservative -treated wood shall be of ■ ' hot -dipped zinc galvanized steel, I stainless steel, silicon bronze or copper. .In the absence of manufacturer's recommendations Ia minimum of ASTM A 653 type G185 zinc -coated I galvanized steel, or equivalent, shall be used. ■ L IRC R317.3.1 IBC 2304.10.5.1 I / 11;2 P� ,hkXA 'IDP 2'-0"x2'-0"xl'-6" FTG > \ \ w/ (4) 04 EA. WAY \ TOP 4 BOTTOM, TYP. / EX FTG 4 WALL --------------- ------ i------------ rF Reo 1 I1/53.0 I BATTER THIS LU PILE AT IL m CV L-- 1 2'-3" BATTER THIS PILE AT by 0 N JC 0 EQ W(o 19, x ,o+�' �a 11/53.0 BATTER THIS PILE AT I I_ J I m - - J 2'-3" 1 BATTER THIS PILE AT C Foundation Plan Scale: 1 /4 = 1 -0 North PLAN NOTES: 1) � INDICATES SHEAR WALL PER SCHEDULE ON 10/54.0 3) SEE 10/53.0 FOR TYPICAL HOLDOWN EMBEDMENTS AT END OF SHEAR WALLS. 4) SEE 11/63.0 FOR REBAR BENDING SCHEDULE 5) SEE 16/53.0 FOR TYPICAL ANCHOR BOLT SIZE AND EMBEDMENT. 6) "INDICATES HOLDOWN TYPE PER PLAN 4 8/53.0 INDICATES No. OF MULTIPLE STUD PACK AT ENDS OF WALLS. PROVIDE A MINIMUM OF (2) 2x(o, TYP U.O.N. 1) SEE 6/53.0 FOR REINFORCING AND DEVELOPMENT LENGHT SCHEDULE. L EQ L 10'-0" L EQ L 1st Floor Deck Plan Scale: 1 /4" = V-0" PLAN NOTES I. PROVIDE 1/4" CDX PLYWOOD w/ MIN. PANEL INDEX OF 40/20, NAILED WITH 10 EXTERIOR DECK SCREWS AT: 4"oc AT ALL PANEL EDGES 8"oc AT FIELD BLOCK ALL PANEL EDGES 2. C _ _ -1 INDICATES WALL BELOW. 3. INDICATES BEAM OR HEADER PER PLAN. PROVIDE MIN (2) END STUDS TO SUPPORT NEW BEAMS AND HEADER, U.N.O. 4. INDICATES FRAMING DIRECTION AND EXTENTS. TAPER TOP OF JOISTS TO SLOPE 1/4"/ FOOT FROM HOUSE 5. SEE 1/54.0 FOR HANGER SCHEDULE 6. SEE 2/54.0 FOR TOP PLATE SPLICE DETAIL. 1. SEE 3/54.0 FOR ALLOWABLE HOLES AND NOTCHES IN STUDS. 8. SEE 8/54.0 FOR TYPICAL HEADER PLACEMENT. 9, SEE 20/54.0 FOR TYPICAL WALL FRAMING. North RECEIVED Jul 23 2020 I.L. GROSS STRUCTURAL ENGINEERS 23914 56th Avenue W. - Suite 200 Mountlake Terrace, WA 98043-5263 Ph: (206) 623-0769, (425) 640-7333 WWW.ilgross.com U O O `� c) �- 00 (3) . _ Cn ' 0 M Q 0- 3: - rZ O_0 L� O V O —lm-a ( r E 0 CV O co w LL V_ REVISIONS NO DATE DESCRIPTION TI TLE FIRST FLOOR / FOUNDATION PLAN DESIGNED VM DRAWN KMH CHECKED VM DATE 6/16/20 JOB NUMBER SHEET NO. S2.0 SDCI REVIEW CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 2nd Floor Deck Floor Plan Scale: 1 /4" = V-0" North "WTES I. PROVIDE 3/4" CDX PLYWOOD w/ MIN. PANEL INDEX OF 40/20, NAILED WITH #10 EXTERIOR DECK SCREWS AT : 4"oc AT ALL PANEL EDGES S"oc AT FIELD BLOCK ALL PANEL EDGES 2. C _ _ 7 INDICATES WALL BELOW. 3. INDICATES BEAM OR HEADER PER PLAN. PROVIDE MIN (2) END STUDS TO SUPPORT NEW BEAM5 AND HEADER, U.N.O. 4. INDICATES FRAMING DIRECTION AND EXTENTS. TAPER TOP OF J015T5 TO SLOPE 1/4"/ FOOT FROM HOUSE 5. SEE 1/54.0 FOR HANGER SCHEDULE 6. SEE 2/54.0 FOR TOP PLATE SPLICE DETAIL. I. SEE 3/54.0 FOR ALLOWABLE HOLES AND NOTCHES IN STUDS, 0. SEE 0/54.0 FOR TYPICAL HEADER PLACEMENT. 9. 5EE 20/54.0 FOR TYPICAL WALL FRAMING. I Hardware and fasteners in contact with preservative -treated wood shall be of ■ ' hot -dipped zinc galvanized steel, I stainless steel, silicon bronze or copper. .In the absence of manufacturer's recommendations Ia minimum of ASTM A 653 type G185 zinc -coated I galvanized steel, or equivalent, shall be used. ■ LIRC R317.3.1 IBC 2304.10.5.1 I - — - — - — - — - — - — - — - — - — - RECEIVED Jul 23 2020 I.L. GROSS STRUCTURAL ENGINEERS 23914 56th Avenue W. - Suite 200 Mountlake Terrace, WA 98043-5263 Ph: (206) 623-0769, (425) 640-7333 WWW.ilgross.com U }' O N O._ � o o � .U) M Q �0 0-5 Q - rZ U) O U o +-0 4) 7, E W 0 O (C) w L.L REVISIONS NO DATE DESCRIPTION TI TLE SECOND FLOOR DECK FLOOR PLAN DESIGNED VM DRAWN KMH CHECKED VM DATE 6/16/20 JOB NUMBER S2.1 SDCI REVIEW CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT REINFORCING SPLICE AND DEVELOP= LENT LENGTH SCHE MLE: (For Grade 60, Uncoated Bars, Normal Weight Concrete) I MINIMUM STRAIGHT DEVELOPMENT LENGTH ( 9d ) F 'c = 3000 PSI f 'c = 4000 PSI BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS 03 10 13" 14" 12" # 4 22" 11" 19" 15" # 5 21" 21" 23" IS" # (0 35" 21" 31" 24" "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS NOT GREATER THAN THE DIAMETER OF THE BAR OR THE CENTER TO CENTER SPACING IS NOT GREATER THAN 3 BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 43%. II MINIMUM LAP SPLICE LENGTHS ( 95 ) F'c = 3000 PSI F 'c = 4000 PSI BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS # 3 21" 16" IS" 16" 04 28" 22" 24" 19" 05 35" 21" 30" 23" # 6 46" 35" 40" 31" III MINIMUM EMBEDMENT LENGTHS ( ldh) FOR STANDARD ENE) HOOKS A. for general uses: BAR SIZE f 'c = 3000 PSI f 'c = 4000 PSI 03 6" 6" 04 811 111 05 10ll 911 # 6 12" loll I. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 21/2" 2. END COVER FOR 90° HOOKS MUST BE EQUAL TO OR GREATER THAN 2" 0 Xf I MAX. 6 /� ;// �•, Y 0 BAR D #3 I /2 11 #4 2" #5 21/2 #6 42'' #8 6 LEGEND d = BAR DIAMETER D = 10a FOR #3 THRU #8 D = 10a FOR #i THRU 11 z N _ 4d or FOR RE INF. 5ARS 1 112" MIN. RE5AR SEND INCH SCHEDULE ADEQUATE THREAD EXTENSION EMBEDMENT LENGTH FOR ATTACHMENT OF ALL INTO CONCRETE OR MATERIALS MASONRY (SEE NOTE) 3D L D "-- STD. HEX NUT BOLT DIA. p' MINIMUM EMBEDMENT ANCHOR BOLTS IN HORIZ. SURFACE ANCHOR BOLTS IN VERT. SURFACE '/4 5 1" 6" 8" ,I/ell Q11 loll NOTE: ANCHOR BOLT EMBEDMENT IN VERTICAL SURFACE APPLIES TO CONCRETE ONLY, TYP. ANCHOR BOLT r. M E M E M E M E.� I Hardware and fasteners in contact with preservative -treated wood shall be of ■ ' hot -dipped zinc galvanized steel, I stainless steel, silicon bronze or copper. .In the absence of manufacturer's recommendations Ia minimum of ASTM A 653 type G185 zinc -coated I galvanized steel, or equivalent, shall be used. ■ L IRC R317.3.1 IBC 2304.10.5.1 I HOLDOWN ANCHOR SCHEDULE CALLOUT A.B. SIZE CAPACITY (Kips) HDU2 Na"0 A.B.3.01 HDU4 5,8"O A.B. 4.56 HOLDOWNS SPECIFIED ON PLANS ARE MANUFACTURED BY SIMP60N STRONG TIE, INC. UNLESS OTHERWISE NOTED. CAPACITIES ARE BASED ON THE MOST RECENT CATALOGUE AND ICC REPORTS FOR THE MODELS LISTED. ALTERNATE HOLDOWN ANCHORS MAY BE SUBSTITUTED AT THE CONTRACTOR OR OWNER'S OPTION, PROVIDED THEY ARE APPROVED BY THE ENGINEER OF RECORD AND HAVE A CURRENT ICC REPORT STATING THEIR CAPACITY MEETS OR EXCEEDS THE DESIGN CAPACITY LISTED ABOVE. DESIGN CAPACITIES ARE BASED ON Douglas Fir FRAMING LUMBER AS STATED IN TEN GENERAL STRUCTURAL NOTES. SUBSTITUTING ALTERNATE LUMBER GRADES MAY CAUSE HOLDOWNS AND THEIR CONNECTIONS TO FAIL AT LOWER CAPACITIES THAN THOSE DESIGNED FOR 7 3 POP HOLDOWN EM5EDMENTS INTO STEM WALL CONDITIONS ANCHOR BOT DIA. 'D' (CAP.) MINIMUM EMBEDMENT DEPTH (Le) INTO 6" STEM INTO 8" STEM INTO MIN. 16" WIDE FTG. 5/8'' (5.(ok) 14" 12" 9" 3/4'' (71k) 20" 14" loll 1/8'' (10.1k) N/A 24" 12" I" (14.Ik) N/A N/A 15" 1 1/8'' (20.1k) N/A N/.A 20" 4 PLYWOOD SHEATHED WOOD SHEAR WALL PER PLAN TYPICAL ANCHOR BOLTS 4 3x PT PLATE AT FDN PER SHEAR WALL SCHEDULE --- 6" OR 8" GONG. WALL PER PLAN 4 SECTIONS 12" TYP 00 FOOTING 51ZE PER PLAN FOUNDATION ` SIZE 4 REINF. PER PLAN 4 SCHEDULE COL. PER PLAN w/ CB or CBQ COL. BASE 12'' SO. PLINTH W/ (4) # 4 x L DWLS G EA. CORNER W/ (3) # 3 © TIES REINF. PER PLAN MULTI -STUD PACK AND HOLDOWN AT WALL ENE) PER PLAN TYPICAL HOLDOUJN TO FOUNDATION WALL SECTION 5 AB EMBED PER /SGHED. FOR HOLPOHN ANCHOR (q" MIN) PROVIDE (2) # 5 x 40'' HORIZ. BARS 4 (2) # 4 HOOKS TO ENGAGE FOOTING REINF, AT Hp ANCHOR PROVIDE (2) VERT 90% HOOKED DOWELS WITHIN 6" OF HOLDOWN ANCHOR BOLT. 10 BEARING SW PER PLAN FLOOR SHEATHING PER PLAN BLOCKING 13 14 BEARING SW PER PLAN FLOOR SHEATHING PER PLAN P FLOOR JOIST EX GONG 64'-0" oc WALL °111 PER PLAN P.T. 3x PLATE w/ A.B. NEW FLOOR Q 71 P.T. 3x PLATE w/ A.B. PER SW SCHEDULE SHEATHING PER SW SCHEDULE PER PLAN Z a 04 -s 12 "oc ` S IMP50N N 04 12 "oc HU HANGER 04 x 6 16"OC z FLOOR JOIST ° ALT. HOOKSOC HANGER, TYBPJOIST ALT, HOOKS PER PLAN - DECK JOIST (2) 05 TOP (2) #5 TOP PER PLAN FIN. FIN, Z 412 PT LEDGER w/ GRADE GRADE 5/8"� A.T.R l0"OC #3 x TIES #3 x Lj TIES 6 a DRILL 4 EPDXY 9'oc PILE 4 I'-6" 9"oc PILE 4 1'-6" EX 6" INTO GONG., TYP ALT, TOP 4 BOTTOM EA. SIDE OF PILE EA. SIDE OF PILE (4) #5 BOT. • •� (4) #5 BOT. GRADE EX a GRADE 4 q NEW GRADE BEAM Q„ a„ 14 NEW GRADE BEAM ° SLEEVE AND PER PLAN SLEEVE AND PER PLAN GAP fE FOR CAP (E FOR a a TENSION LOAD 12" 4' HELICAL PILE TENSION LOAD 12" tl HELICAL PILE ° AT BATTERED PER PLAN 4 GENERAL AT BATTERED PER PLAN 4 GENERAL PILES, PER MANUF. NOTES PILES, PER MANUF. NOTES a a ° BRG. CAP AT ALL BRG. CAP AT ALL OTHERS, TYP. OTHERS, TYP. STRUCTURAL ENGINEERS 23914 56th Avenue W. - Suite 200 Mountlake Terrace, WA 98043-5263 Ph: (206) 623-0769, (425) 640-7333 WWW.ilgross.com U O O `q a . 0 c)}, 0 00 0') .�0 U) Q _M O U) _0 L� O V O �+ r E Cif Q N � O cow H V_ REVISIONS NO DATE DESCRIPTION TI TLE TYPICAL CONCRETE DETAILS DESIGNED VM DRAWN KMH CHECKED VM DATE 6/16/20 JOB NUMBER SHEET N0. S3.0 SDCI REVIEW RECEIVED Jul 23 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 16 - - 17 18 19 _ 20 BEAM SIZE HANGER REQUIRED CAP. (Kips) (2) 2x10 OR LESS U210-2 (OR SIM) 1.86 (2) 2XI2 HU212-2 (NAIL ALL HOLES) •9 31/2' x Ili/s" LVL or PSL HUCQ412-6D5 5.56 51/401ka" LVL OR PSL HGU55.50/12 9.15 51/sX 12' (OR 101/2 ") GLB GLT5 8.16 3144" (OR 101/2 ") GLB GLT3 8.16 63/44" GLB LEG1 16.3 SV/4x 131/2" GLB LEGI 16.3 83/4x15" GLB MEG1 19.1 1x14" PSL MEGI 19.1 HANGERS SPECIFIED IN SCHEDULE OR ON PLANS ARE MANUFACTURED BY 5IMP50N STRONG TIE, INC. UNLESS OTHERWISE NOTED. CAPACITIES ARE BASED ON THE MOST RECENT CATALOGUE AND ICC REPORTS FOR THE MODELS LISTED. ALTERNATE HANGERS MAY BE SUBSTITUTED AT THE CONTRACTOR OR OWNER'S OPTION, PROVIDED THEY ARE APPROVED BY THE ENGINEER OF RECORD AND HAVE A CURRENT ICC REPORT STATING THEIR CAPACITY MEETS OR EXCEEDS THE DESIGN CAPACITY LISTED ABOVE, DESIGN CAPACITIES LISTED ARE BASED ON Douglas Fir FRAMING LUMBER AS STATED IN THE GENERAL STRUCTURAL NOTES AND GENERAL FLOOR LOADING. /_I I I I AM CCC C71 AAI 10d 6"oc (N) SHEATHING PER PLAN FULL DEPTH JOISTS PER PLAN BLOCKING DEPTH SIMPSON H2.5A EA. JOIST, TYP. DROPPED BEAM PER PLAN (8)16d 6 4"oc STAGGERED AT EACH SIDE OF SPLICE ter, i-i i�r,r. 16d 6 12"oc STAGGERED ELSEWHERE SECTION VIEW STUD SIZE AND SPACING PER PLAN AND DETAIL CLR. MIN. ,Z< REARING WALLS STUD SIZE MAX. DI (NOTCH) MAX. D 2 (NOTCH) 2x4 4 3x4 3/411 1 1/411 2x6 1 '44 11 2 1/411 26 13/4" 3" NON -REARING WALLS STUD SIZE MAX. D i (NOTCH) MAX. D 2 (NOTCH) 2x4 8 3x4 1 1/4" 2" 2x6 2 1/4" 31/4" 2x8 3" 4 1/4" OF VERT. STUD (TYP.) NOTE: HOLE AND NOTCH SIZE FOR NON -BEARING WALLS MAY BE USED FOR BEARING WALLS IF REQUIRED NUMBER OF STUDS ARE DOUBLED. THIS MAY ONLY BE USED AT TWO CONSECUTIVE STUDS IN ANY ONE WALL. TYPICAL TOP PLATE SPLICE 2ALLOWABLE HOLES 4 NOTCHES IN STUDS 3 SHEAR WALL SCHEDULE LABEL APA RATED SHEATHING (1) (2) (4) (12) (13) NAIL SIZE 8 SPACING s EDGES (4) (5) (16) STUD 8 BLocKING SIZE AT ADJOINING EDGES (3) (6) (14) RIM JOIST OR BLocK CONNECTION TO TOP PLATE (1) (0) 2 X BOTTOM PLATE ATTACHMENT SILL PLATE ATTACHMENT PLF CAPACITY ANCHOR BOLT TO CONCRETE BELOW (10) (15) SILL PLATE SIZE AT FOUNDATION (11) NAILING TO WOOD BELOW (9) W6 15/32" ONE SIDE 0.1314-1/2 6 2"oc 2X CLIP a 24" oc 0.162x 3-1/2" 9 6" oc 5/8" � 6 48" oc 3X 260 W4 15/32" ONE SIDE 0.1314-1/2 s 4"oc 3X CLIP -5 20'' oc 0.162x 3-1/2" -9 4" oc 5/8" � 6 40" oc 3X 380 W3 15/32" ONE SIDE 0.1314-1/2 9 3"oc 3X CLIP 6 15" oc 0.162x 3-1/2" -9 3" oc 5/8" � 6 32" oc 3X 490 W2 15/32" ONE SIDE 0.1314-1/2 -9 2"oc 3X CLIP 11" oc 0.162x 3-1/2" G 2-1/2" oc 5/8" � 6 24'' oc 3X 640 21114 (2) 15/32" TWO SIDES 0.1314-1/2 a 4"oc 3X CLIP 9" oc 0.162x 3-1/2" 6 2-1/2" oc 5/8" � -9 20'' oc 3X 160 2W3 (2) 15/32" TWO SIDES 0.1314-1/2 a 3"oc 3X CLIP 1" oc (2) ROWS 0.162x 3-1/2 6 3 oc 5/8" � 6 16" oc 3X 980 2W2 (2) 15/32" TWO SIDES 0.1314-1/2 6 2"oc 3X CLIP ,9 5" oc EACH SIDE (2) ROWS 0.162x 3-1/2 ,s 3 oc 5/8" � -9 12'' oc 3X 1280 NOTES: I.L. GROSS STRUCTURAL ENGINEERS 23914 56th Avenue W. - Suite 200 Mountlake Terrace, WA 98043-5263 Ph: (206) 623-0769, (425) 640-7333 WWW.ilgross.com (1) INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY, INSTALL PANELS DIRECTLY TO WALL STUDS. (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X OR 3X FRAMING SHALL BE STAGGERED SO THAT JOINTS ON THE OPPOSITE SIDES ARE NOT LocATED ON THE SAME STUDS. OF WALL OF POST 4 BEAM TYP. DOUBLE TOP fE (3) BLocKING IS REQUIRED AT ALL PANEL EDGES EXTERIOR FACE (4) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE SHEATHING PER PLAN SHEATHING DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. .00 (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. EDGE NAILING MAY ALSO BE REQUIRED TO EACH STUD USED IN BUILT-UP HOLDOWN POSTS. REFER TO THE HOLDOWN DETAILS FOR ADDITIONAL INFORMATION. GLB, PSL OR SAWN (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING 12'' O.C. BEAM PER PLAN (1) BASED ON 0.131 X 1-1/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131 X 2-1/2" NAILS WHERE INSTALLED OVER SHEATHING SHIM AS SHIM AS (6) FRAMING CLIPS: A35 OR LTP5 OR APPROVED EQUIVALENT }, (9) WHERE PLATE ATTACHMENT SPECIFIES (2) ROWS OF NAILS PROVIDE DOUBLE JOIST RIM OR EQUAL. ATTACH PER DETAILS. U (n REQ'D FOR REQ'D FOR GLB, PSL OR SAWN TYP. (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS 1/4"X3"X3" EMBED ANCHOR BOLTS 1" MINIMUM INTO THE CONCRETE. o SHEAHTING MULTI -STUD SHEAHTING BEAM PER PLAN OR o N NAILING NAILING DOUBLE JOIST HEADER STUDS (11) PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO-PLATING IS NOT � > o COLUMN I PER SCHEDULE BELOW ACCEPTABLE) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS > co ALTERNATE NOTES PER PLAN (12)1/16" APA RATED SHEATHING (055) MAY BE USED IN PLACE OF 15/32'' SHEATHING PROVIDED THAT ALL STUDS ARE SPACED AT 16" O.C. Cn Q DOUBLE STUD (13) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G), CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. BEARING: NAIL (14) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED IN PLACE OF A SINGLE 3X STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER W TO STUD IN BY NAILING THE STUDS TOGETHER WITH 3" LONG NAILS OF THE SAME SPACING AND DIAMETER AS THE PLATE NAILING. < _ HEADER PLACEMENT ACCORDANCE W/ (15) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST -IN -PLACE ANCHOR BOLTS. (SPECIAL INSPECTION MAY BE }, U) HEADER PLACEMENT GENERAL NOTES. REQUIRED) o -0 AT MULTI -STUD SUPPORT POST OR TS COLUMN (1(o) MINIMUM NAIL LENGTH IS BASED ON REQUIRED PENETRATION INTO FRAMING MEMBER OF 11/2" L 0 O V oy- +� 4) E �p N� 6 8 10 TYPICAL HEADER U.o.N. o cow It- 16 of AM ete DI AKI )R :AP TO FIT BM 'ER PLAN TYPICAL BEAM TO POST BELOW CONNECTION I Hardware and fasteners in contact with preservative -treated wood shall be of ■ ' hot -dipped zinc galvanized steel, I stainless steel, silicon bronze or copper. .In the absence of manufacturer's recommendations Ia minimum of ASTM A 653 type G185 zinc -coated I galvanized steel, or equivalent, shall be used. ■ L IRC R317.3.1 IBC 2304.10.5.1 I 12 17 13 ffelol STUD TO STUD NAILM SCHEDULE NAILING TYPE LEVEL TYPE I TYPE 2 FIRST 16d 8"o.c. 16d 4"o.c. EDGE NAIL PER SHEAF SCHEDULE EDGE NAILING PER SHEAR WALL SCHEDULE TYPE 2 NAILING VARYING WALL SIZE INTERIOR WALL CORNER EDGE NAILING PER SHEAR WALL SCHEDULE TYPE I NAILING NOTES: 1. WHERE NO STUD TO STUD NAILING IS INDICATED, NAIL STUDS TOGETHER WITH 16d 6 12"o.c. . 2. ADDITIONAL STUDS REQUIRED AS NAILERS, ETC. ARE NOT SHOWN. 3. SEE SHEAR WALL SCHEDULE FOR SHEATHING NAILING REQUIREMENTS. 4. SEE PLAN NOTES FOR STUD SIZE AND SPACING. (VERIFY WITH ARCHITECTURAL) TYPE 2 NAI RECEIVED Jul 23 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT EDGE NAILING PER SHEAR WALL SCHEDULE INTERIOR WALL TO EXTERIOR WALL EDGE NAILING PER SHEAR WALL SCHEDULE TYPE 1 NAILING INTERIOR WALL TO EXTERIOR WALL 20 REVISIONS NO DATE DESCRIPTION TI TLE TYPICAL WOOD FRAMING DETAILS DESIGNED VM DRAWN KMH CHECKED VM DATE 6/16/20 JOB NUMBER SHEET NO. S4.0 SDCI REVIEW EX 2x6 WALL EX 2x6 PREMANUFACTURED WALL RAILING P05T HU HANGER EX RIM JOIST PREMANUFACTURED PREMANUFACTURED PER OWNER TYP, HU HANGER TYP. EX RIM JOIST RAILING P05T (N) SHEATHING PER PLAN RAILING P05T (N) SHEATHING PER PLAN (N) SHEATHING PER PLAN NEW SHEATHING EX FLOOR SHEATHING j�� EX FLOOR SHEATHING PER OWNER SIMPSON H2.5A PER OWNER NEW SHEATHING 51MP60N H2.5A 2x12 FASCIA EA. SIDE, EA. END EA. SIDE, EA. END 2x12 FASCIA 2x12 FASCIA PT 4x12 FLAT BLOCKING CENTER (N) TAPERED \�� (N) TAPERED JOISTS PER PLAN lN) JOISTS PER PLAN ON RAILING PO5TS (N) DECK JOISTS PER PLAN JOIST PER PLAN EX JOIST (N) TAPERED 01K (N) 5W/BRG WALL (N) PT 4x12 BLOCKING, (N) PT 4x12 BLOCKING, FULL DEPTH BLOCKING PT 2x12 LEDGER W/ VERIFY SIZE JOIST PER PLAN (N) SIMPSON HTT4 PER PLAN CENTER ON NEW RAILING CENTER ON NEW RAILING OVER INTERMEDIATE BEAMS, TYP. GALV. 51MP50N 1/4"� 4 SPACING PT 2x12 LEDGER W/ 1/4"� TIE, TYP. ,@ 6-0"OC POSTS, TYP. POSTS, TYP. x6 " 5D5 SCREW a 6"oc GALV. SIMPSON DECK ENDS 2x BLOCKING ALT. TOP E BOTTOM EX 2x6 WALL x6" 5D5 SCREW -s 6"oc CLIP PER SCHEDULE E EX 2x6 WALL 1 2 3 4 5 (6) TOTAL 3/4"0 GALV, THRUBOLT5 COLUMN PREMANUFACTURED (N) 6x POST EX 2x6 PER PLAN RAILING POST PER PLAN CONT. (N) SHEATHING PER PLAN WALL PREMANUFACTURED 311 31I I/4" GALV. fE PER OWNER FROM FDN RAILING POST (N) SHEATHING PER PLAN EACH SIDE (N) SHEATHING PER PLAN 51MP50N A35 HU HANGER TYP EX RIM JOIST PER OWNER CLIPS g 2ND BAY 5IMP50N H2.5A m 1/4 2x12 FASCIA 2x12 FASCIA NEW SHEATHING EX FLOOR SHEATHING EA. SIDE, EA. END m 1/4 2x12 FASCIA 1/2" GALV BRG fE DOUBLE RIM 2x RIM w/ A35 JOIST 4'-0" EA m SHEATHING PER PLAN PER SCHEDULE SIDE OF 6x POST m 011 (N) DECK JOISTS _ I (N) DECK JOISTS lN) TAPERED JOISTS PER PLAN m (N) SW/BRG WALL PER PLAN I (N)WALL I PER PLAN SISTER (N) 2x RIM (N) 4x BEAM (N) PT 4x12 BLOCKING, PER PLAN BEYOND (N) BEAM JOIST TO EX. PER PLAN CENTER ON NEW RAILING `r PT 4x12 FLAT UL 6x BLOCKING (2) PER PLAN JOIST POSTS, TYP. - BLOCKING CENTER BAYS AT 6x P05T VERIFY VERIFY SIZE 2x BLOCKING W/ A35 JOISTS HEADER WHERE ON RAILING POSTS W/ HUG HANGERS 4 SPACING CLIP PER SCHEDULE PER PLAN I2 I'-6" I " P5L BEAM PER PLAN OCCURS PER PLAN FULL DEPTH BLOCKING HGUS HANGER, TYP l3) lN) 2x STUDS lo PSL BEAM PER PLAN OVER INTERMEDIATE BELOW BEAM, TYP. BRG fE w/ HGU55.5 HANGER BEAMS, TYP. TO SIDE 1E 1/4" SIDE fE, EA. 51DE (4) TOTAL 3/4"0 GALV. 6 7 8 9 THRU BOLTS 10 Hardware and fasteners in contact with I preservative -treated wood shall be of ■ ' hot -dipped zinc galvanized steel, I stainless steel, silicon bronze or copper. ,In the absence of manufacturer's recommendations Ia minimum of ASTM A 653 type G185 zinc -coated I galvanized steel, or equivalent, shall be used. ■ LIRC R317.3.1 IBC 2304.10.5.1 I - — - — - — - — - — - — - — - — - — - 11 12 13 RECEIVED Jul 23 2020 CITY OF EDMONDS DEVELOPMENT SERVICES 16 17 18 DEPARTMENT 20 I.L. GROSS STRUCTURAL ENGINEERS 23914 56th Avenue W. - Suite 200 Mountlake Terrace, WA 98043-5263 Ph: (206) 623-0769, (425) 640-7333 WWW.ilgross.com U O `q O._ o }, 00 (3) ONO 0 Q _M E 3: 6-1 O_0 U) L� O V O �+ ( r E Cif Q N O cow LL V_ REVISIONS NO DATE DESCRIPTION TI TLE FRAMING DETAILS DESIGNED VM DRAWN KMH CHECKED VM DATE 6/16/20 JOB NUMBER SHEET NO. S4.1 SDCI REVIEW