2002 MADISON ST 2018 Plans 2022-11-10

_ _ _ ,� _.4 _:_ ___ _ . GEN ERAL STRUCTURAL NOTES 5. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE R�ELL (THE FOLLOWING APPLY UN�ESS SHOWN OTHERWISE ON THE PLANS) C. F�UNDATION 1. CONCRETE PROTECTION (COVER} FOR REINFORCING STEEL SHALL BE AS FOLLOWS: G� OZ � '� PRESSURE-TREATED WITH AN APPROVED PRESERVATIVE. PROVIDE TWO LAYERS OF ASPHALT q� �+�►�,r� � FOOTINGS AND OTHER UNIFORMED SURFACES, EARTH FACE 3" IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETG.,AND a,�', ' ��4�� A. GENERAL FORMED SURFACES EXPOSED TO EARTH (I.e. WALLS BELOW CONCRETE OR MASONRY. ALL METAL CONNECTORS TO PRESSURE TREATED LUMBER SHALL BE r � 1. PRESUMPTIVE LOAD-BEARING VALUE-VERTICAL FOUNDATION PRESSURE 1500 PSF (IBC HOT DIP GA�VANIZED, INCLUDING WASHERS, NAILS, SCREWS,AND SIMPSON STRONGTIE ��'' TABLE 1806.2) GROUND) OR WEATHER 2" SLABS AND WALLS (INTERIOR FACE) 1 1/2" HANGERS, STRAPS,AND PLATES,AND BOLTS LESS THAN 1/2" DIAMETER. �__�1,�p 1. ALL MATERIALS, WORKMANSHIP, DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE �O,y�L"19'f5¢� l,� DRAWINGS, SPEGIFICATIONS,AND THE INTERNATIONAL BUILDING CODE (IBC)2015 EDITION, 2. FOUNDATION EXCAVATION, BACKFILL AND COMPACTION SHALL CONFORM TO 6. NOTATIONS ON DRAWINGS RELATING TO FRAMING CLIPS,JOIST HANGERS AND OTHER �SrONAL �' SPECIFICATION REQUIREMENTS. THIS CONSTRUCTION WORK, INCLUDING DRAINAGE �• CONCRETE WAL�REINFORCING- PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: AS AMENDED BY LOCAL JURISDICTION. CONNECTING DEVICES REFER TO CATALOG NUMBERS OF CONNECTORS MANUFACTURED BY SHORING AND SUCH OTHER RELATED WORK AS REQUIRED, SHALL BE CONDUCTED BY THE 6"WA�LS#4 @ 16" HORIZONTAL,#4 � 18"VERTICAL 1 CURTAIN @ CENTER THE SIMPSON STRONG-TIE COMPANY, SAN LEANDRO, CALIFORNIA. EQUIVALENT DEVICES BY 2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL CONTRACTOR UNDER THE OBSERVATION AND DIRECTION OF THE GEOTECHNICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS ENGINEER. 8"WALLS#4 cG0 12" HORIZONTAL,#4 � 12"VERTICAL 1 CURTAIN @> CENTER. OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. SUBMIT MANUFACTURER'S CATALOG AND ICC REPORTS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY 3. EPDXY GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH SIMPSON SET TO ARCHITECT OR ENGINEER FOR REVIEW WHEN REQUESTING SUBSTITUTIONS. ALL SPECIFIED DISCREPANCIES PRIOR TO CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR EXACT 3. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED FASTENERS MUST BE USED AND PROPER INSTALLATION PROCEDURES MUST BE OBSERVED IN � LOCATIONS AND DIMENSIONS OR DOOR AND WINDOW OPENINGS. SEE MECHANICAL S "BELOW LOWEST ADJACENT FINISHED GRADE ADHESIVE BY SIMPSON STRONG TIE, PER ER-5729, FOLLOWING MANUFACTURES'S INSTALLATION INSTRUCTIONS. ORDER TO OBTAIN ICC APPROVED LOAD CAPACITIES. VERIFY THAT THE DIMENSIONS OF THE DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS. WFiERE FROST PROTECTION IS REQUIRED MATERIAL TO BE C(7MPACTED TO 95% MINIMUM SUPPORTING MEMBER ARE SUFFICIENT TO RECEIVE THE SPECIFIED FASTENERS. �, 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS � o BYAST� 0,55�. E. CARPENTRY � STRUCTURALCONNECTORS. � TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. 4. FOOTINGS MAY BE POURED IN NEAT EXCAVATIONS PROVIDED SIZE IS INCREASE� 3"AT 1, GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI STANDARD ALL STRUCTURAL CONNECTORS TO BE BY SIMPSON STRONG TIE OR EQUAL. USE ZMAX/HDG " STRUCTURAL DESIGN OF THE BUILDING IS BASED ON RESISTANCE TO DEAD LOADS, CODE EACH INTERFACE WITH SOIL. A190.1. EACH MEMBER SHALI. BEAR AN AITC OR APA EWS IDENTIFICATION MARK AND SHALL BE HOT DIPPED GALVANIZED OR STAINLESS STEEL CONNECTORS AS A MINIMUM. USE FASTENERS SPECIFIED LATERAL LOADS,AND MAXIMUM EXPECTED SERVICE LOADS. NO ACCOMPANIED BY AN AITC OR APA EWS CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN GALVANIZED PER ASTM A153. ALL PRESSURE TREATED LUMBER USED SHALL BE COMPATIBLE ''' CONSIDERATION HAS BEEN GIVEN TO LOADS WHICH WILL BE INDUCED BY ERECTION 5. ALL FOOTING EXCAVATIONS SHALL BE AND CLEANED PRIOR TO PLACING CONCRETE. BEAMS SHALL BE DOUGLAS FIR COMBINATI(3N 24F-V4, Fb=2,400 PS1, Fv=240 PSI. ALL WITH ZMAX GALV. CONNECTORS, RE: SIMPSON STRONG-TIE CORROSION INFORMATION. PROCEDURES. THE CONTRACTOR SHALL VERIFY, TO THE SATISFACTION OF HIMSELF AND CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, Fb=2,400 PSI, Fv=240 PSI. , � THE OWNER, THE ABILITY OF THE STRUCTURE TO RESIST ALL ERECTION LOADS WITHOUT �• ALL ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW CONSTRUCTION CAMBER ALL GLULAM BEAMS TO 2,000' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. 7. WOOD FRAMING NOTES-THE FOL�OWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: EXCEEDING THE ALLOWABLE STRESSES OF THE MATERIALS USED. WHERE ERECTION SHALL BE REMOVED. GLUED LAMINATED MEMBERS TO BE PROTECTED FROM EXPOSURE TO WEATHER PER S� LOADS WOULD OVERSTRESS THE STRUCTURE, THE CONTRACTOR SHALL SUBMIT DESIGN ARCHITECT. 7.1 ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE � � DOCUMENTS FOR TEMPORARY BRACING AND STRENGTHENING, INCLUDING FABRICATION 7. CONTRACTOR SHALL PRIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING, MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS AND ERECTION DRAWINGS TO THE ARCHITECT FOR REVIEW. THESE DOCUMENTS SHALL AND SHORING REQUIRED TO SAFELY RETAIN EXCAVATIONS. 2, FRAMING LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING � Z BEAR THE SEAL AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER IN THE STATE GRADING RULES FOR WEST COAST LUMBER, LATEST EDITION FURNISH TO THE FOLLOWING CODE. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND � L1J M OF WASHINGTON. THE CONTRACTOR SHALL PROVIDE, INSTALL AND IF NECESSARY 8. BACKFILL BEHIND ALL WALLS WITH WELL DRAINING, GRANU�A,R FILL MATERIAL,AND MINIMUM STANDARDS: ARCHITECTURAL DRAWINGS. ■ � � � REMOVE SUCH TEMPORARY WORK AS REQUIRED. PROVIDE PERFORATED PIPE DRAWINGS AS DESCRIBED IN THE SOILS REPORT. BACKFILI. Q pp BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED BY MEMBER SIZE SPECIES GRADE MIN BASIC DESIGN STRESS � 7.2 WALL FRAMING:ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS @ � � � � 4. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT THE FLOOR SLAB, OR TEMPORARY DRAWINGS.ALL FOOTINGS SHALL BE CENTERED BE�OW 16"oc AT INTERIOR WALLS AND 2x6 STUDS @ 16" oc AT EXTERIOR WALLS. TWO STUDS MINIMUM . AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CENTERLINE OF COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. JOISTS AND RAFTERS: 2x- 3x DF#2 Fb= 875 PSI � � � � SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS AND •� (� CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. UNDER THE END OF ALL BEAMS. UNLESS NOTED OTHERWISE A (2) 2x8 HEADER SHALL BE � �� D. CON C RETE JOISTS AND RAFTERS: 4x DF#1 Fb= 1000 PSI PROVIDED OVER ALL OPENINGS IN 2x4 STUD WALLS AND A {3) 2x8 HEADER OVER A�L OPENINGS � � C (` 5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE �. ULTIMATE STRENGTH DESIGN PER INTERNATIONAL BUILDING CODE AND ACI 318-14. IN 2x6 WALLS. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS p � � CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT ARE OF SIMILAR CHARACTER TO BEAMS AND STRINGERS: 6x-LARGER DF#1 Fb= 1350 PSI TO SUPPORT BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID-HEIGHT OF ALL STUD � M L' (fl DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO Q FOOTINGS AND SLABS-ON-GRADE SHALL CONFORM TO A 28-DAY STRENGTH OF WALLS OVER 8 FEET IN HEIGHT. M p�p � � REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. fc= 30QQ PSI, S ALL CONTAIN NOT LESS THAN 5 1/2 SACKS OF CEMENT PER CUBIC YARD,AND POSTS AND TIMBERS: 6x-LARGER DF#1 Fb=10Q0 PSI W � (n N OPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. ALL STUD WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL HAVE THEIR LOWER P�ATES 6. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD TOP AND BOTTOM�P AT ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 12"oc STAGGERED OR BOLTED TO ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, THE MINIMUM AMOUNTS OF CEMENT SAND MAXIMUM AMOUNTS OF WATER MAY BE SHEARWALLS& BEARING WALLS: DF#2 Fb= 1000 PSI CONCRETE WITH 5/8"DIAMETER ANCHOR BOLTS AT 4'-0"oc, EMBEDDED 7", UNO REFER TO THE - HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH THE INSTRUCTIONS PREPARED � � � CHANGED IF A CONCRETE DESIGN MIX IS SUBMITTED TO THE ENGINEER AND THE STRUCTURAL PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAI�ING. . BY THE SUPPLIER. BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACEMENT OF CONCRETE. STUDS, PLATES, & MISC THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND LIGHT FRAMING: DF#2 Fb= 875 PSI 7.3 FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS AND 7. INSPECTIONS: INSPECTIONS OF THE WOOD FRAMING, THE STEEL REBAR AND WOOD FORMS COARSE AGGREGATES, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT AROUND ALL OPENINGS IN FLOOR OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE BRIDGING FOR CONCRETE FOOTINGS AND FOUNDATIONS,AN CONGRETE SLABS ARE REQUIRED PER RATIO, SLUMP, CONCRETE WIELD AND SUBSTANTIATING STRENGTH DATA IN ALL LUMBER WITH A LEAST DIMENSIONS OF 2" (NOMINAL) SHALL BE STAMPED SURFACE-DRY � 8'-0" oc AND SOLID BLOCKING AT ALL BEARING POINTS. COORDINATE THE SIZE AND LOCATION IBC SECTION 109.3. ACCORDANCE WITH AC1318, SECTION 5.3. CONTRACTOR MAINTAINS RESPONSIBILITY FOR AND SHALL HAVE MOISTURE CONTENT WHEN SURFACED AND WHEN INSTALLED OF NOT MORE OF ALL OPENINGS WITH ARCHITEGTURAL AND MECHANICAL DRAWINGS. SPECIFIED PERFORMANCE OF CONCRETE PRODUCTS. ALL CONCRETE EXPOSED TO THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4" (NOMINAL) OR GREATER SHALL BE �. 8. PRE-MANUFACTURED, PRE-ENGINEERED STRUCTURAL COMPONENTS SHALL BE DESIGNED FREEZING TEMPERATURES WHILE CURING AND ALL CONCRETE PERMANENT�Y EXPOSED STAMPED SURFACE-GREEN AND AIR-DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 TOENAIL JOISTS TO BEARING SUPPORTS WITH 16d NAILS. UNLESS NOTED OTHERWISE,AITACH BASED ON THE CRITERIA PRESENTED IN THE CONTRACT DOCUMENTS. THE COMPONENT TO WEATHER SHALL BE AIR-ENTRAINED WITH AN AIR-ENTRAINING AGENT CONFORMING TO PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE. JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON "U" SERIES METAL JOIST HANGERS TO DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE,TEMPORARY AND PERMANENT IBC SECTION 1904.2. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 1904.2.1 SUIT JOIST SIZE. ALL DOUBLE JOISTS, BEAMS,AND SLOPED AND/OR SKEV1fED JOISTS SHALL BE BRACING AND ALL NECESSARY CONNECTIONS, INCLUDING CONNECTIONS TO THE PRIMARY OF THE INTERNATIONAL BUILDING CODE. 3. MANUFACTURED LUMBER SHALL BE AS MANUFACTURED BY TRUS JOIST OR APPROVED EQUAL. CONNECTED TO FLUSH MEMBERS WITH HU-SERIES JOIST HANGERS UNLESS NOTED �+r� STRUCTURE, NOT SPECIFICALLY CALLED ON THE ARCHITECTURAL OR STRUCTURAL REQUESTS FOR APPROVAL AS EQUAL WILL REQUIRE SUBMITTAL OF NER"NATIONAL OTHERWISE. SKEW AND SLOPE ALL CONNECTORS AS REQUIRED. FACE-NAIL ALL MULTI-JOIST z O DRAWINGS. SHOP DRAWINGS SHALL INDICATED THE MAGNITUDE AND DIRECTION OF ALL NO ADMIXTURES, OTHER THAN FOR AIR-ENTRAINMENT AS NOTED ABOVE, SHALL BE USED EVALUATION REPORTS" EQUIVALENT TO NER 292 FOR PARALLEL STRAND LUMBER (PSL), OR BEAMS TOGETHER WITH 16d SPIKES �24"oc STAGGERED. ~ � LOADS IMPOSED ON THE PRIMARY STRUCTURE. SHOP DRAWINGS AND CALCULATIONS WITHOUT PRIOR REVIEW BY THE STRUCTURAL ENGINEER. NER-481 FOR LAMINATED STRAND LUMBER (LSL}. THE MINIMUM ALLOWABLE DESIGN VALUES O � � SHALL BE SUBMITTED AS NOTED PREVIOUSLY. ARE AS FOLLOWS: 7.4 NAILS SHALL BE MANUFACTURED IN CANADA OR THE UNITE STATES IN SIZES AND TYPES AS � O Q ALL CONCRETE IN ELEVATED STRUGTURAL SLABS AND BEAMS SHALL BE POURED FOLLOWS, UNLESS NOTED OTHERWISE: B. D ES I G N C RITE RIA MONOLITHICALLY UNLESS SHOWN OTHERWISE OR APPROVED BY THE ENGINEER PRIOR TO PSL� Fb=2,900 PSI, Fv=290 PSI, E_2,000,000 PSI � � ^ P L A C E M E N T. L S L F b=2,2 5 0 P S I, F v=4 0 Q P S I, E 1,5 0 Q,0 0 0 P S I P N E U M A T I C N A I L I N G- P L A I N S H A N K, C O A T E D O R G A L V A N I Z E D � a ~ 8d = .131 DIAMETER x 2 1J2" MINIMUM LENGTH ~ 4. SHEATHING SHALL BE APA PERFORMANCE RATED PANELS PER APA"PLYWOOD DESIGN � W 1. DESIGN LOADS 2. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615(INCLUDING 10d = .131 DIAMETER x 3" MINIMUM LENGTH (V � SPECIFICATION", INCLUDING APPLICABLE SUPPLEMENTS, UNLESS NOTED OTHERWISE. ROOF LIVE LOAD 25 PSF SUPPLEMENT S1}, GRADE 60, fy=60,OOOPSI. EXCEPTION:ANY BARS SPECIFICALLY NOTED ON PLYWOOD PANELS SHALL BE GRADE CD AND ALSO CONFORM TO DOC PS-1 & PS-2. ALL PANELS 16d = .131 DIAMETER x 3 1/2" MINIMUM LENGTH Q � W GROUND SNOW LOAD 30 PSF THE DRAWINGS AS GRADE 40, fy=40,OOOPSI. SHALL BE IDENTIFIED AS EXPOSURE 1 UNLESS NOTED OTHERWISE. PANEL RATING TO BE AS � O � FLOOR LIVE LOAD 50 PSF FOLLOWS UNLESS NOTED OTHERWISE: HAND NAILING-SINKER, COATED N N w DECK LIVE LOAD 60 PSF WELDED WIRE FABRIC:ASTM A82 AND ASTM A185, SPLICE WITH AT LEAST ONE FULL MESH. 8d = 11 1!2 GAGE x 2 3/8" PLACE AT MID-DEPTH, OR SLIGHTLY ABOVE, OF SLAB. MATERIAL TO BE SUPPLIED IN FLAT 10d = 11 GAGE x 2 7/8" - • WIND (ASCE 7-10 DIRECTIONAL) 110 MPH, EXPOSURE "C", Kzt= 1.0 SHEETS. ROOF: 19/32"THICK, 32/16, (OR 5/8"THICK, 32/16) 16d = 9 GAGE x 3 1/4" WALLS: 15/32"THICK, 32/16, (OR 1/2"THICK, 24/0) FLOORS: 23/32" (OR 3/4") THICK, TONGUE &GROOVE,48/24 SPECIAL CONDITIONS: EARTHQUAKE (ASCE) SOIL CLASS D 3. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE SEISMIC USE GROUP 1 (le= 1.0) WITH ACI 315-02. LAP A�L CONTINUOUS REINFORCEMENT PER NOTE D.5. PROVIDE CORNER UNLESS NOTED OTHERWISE ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN THE FIELD. OBTAIN OWNERS SEISMIC DESIGN CATEGORY D BARS AT ALL WALL INTERSECTIONS. LAP CORNER BARS PER NOTE D.S. LAP ADJACENT MATS WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 10d NAILS @ 6"oc TO FRAMED APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL Ss = 1.461g, S1 = 0.564g, Sms= 1.461g OF WELDED WIRE FABRIC A MINIMUM OF 8"AT SIDES AND ENDS. PANEL EDGES AND OVER STUD WALLS SHOWN ON PLANS AND �i 12"oc(10" ocAT FLOORS)TO OPENING DIMENSIONS AND LOCATIONS, FLOOR AND WALL FINISHES, ETC. Sds= 0.974g, Sd1 = 0.564g Sm1 =0.846g INTERMEDIATE SUPPORTS. PROVIDE APPROVED SHEATHING EDGE CLIPS � 16" oc AT 4. REINFORCING STEEL LAPS AND EMBEDMENT SHALL BE AS NOTED BELOW, UNLESS NOTED UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL NAVE APPROVED OTHERWISE: TONGUE-AND-GROOVE JOINTS AND SHALL BE SUPPORTED WITH SOID BLOCKING. TOE NAIL 2. LATERAL RESISTANCE SYSTEM: SHEATHED BEARWG WALLS,ASCE 7-10, BLOCKING TO SUPPORTS WITH 16d NAILS, UNLESS NOTED OTHERWISE. E O MODI AT ON FAC R R= Q DEVELOPMENT LENGTH 48 BAR DIAMETER 4. S IS IC BASE SHEA (ULTIMATE) 6.883 KIP DEVELOPMENT LENGTH,top bar" 64 BAR DIAMETER UNLESS NOTED OTHERWISE ON THE PLANS, WALL SHEATHING MAY BE LRID UP HORIZONTALLY v/ 5. WIND BASE SHEAR (U�TIMATE) 10 KIPS (E-W EXPOSURE) OR VERTICALLY, UNSUPPORTED EDGES SHALL BE BLOCKED AND ALL EDGES SHALL BE NAILED W 18 KIPS (N-S EXPOSURE) LAP SPLICE LENGTH 64 BAR DIAMETER WITH 10d �6" oc. NAIL WITH 10d @ 12"oc AT INTERMEDIATE SUPPORTS. NAIL SHEAR WALL O lAP SPLICE LENGTH,top bar* 80 BAR DIAMETER SHEATHING TO ALL HOLDOWN STUDS USING EDGES NAIL SPACING WHEN HOLDOWN STUD DOES NOT OCCUR AT PANEL EDGES. z *TOP BARS ARE HORIZONTAL REINFORCEMENT SO PLACE THAT MORE THAN 12" OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. SHEATHING NAILS SHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE J � SHEATH ING. � ; ALL HOOKS SHALL BE "STANDARD" IN ACCORDANCE WITH ACI 318. REINFORCING SHALL � - NOT BE TACK WELDED. W L I � � ABBREVIATIQNS W C� i (THIS IS A COMPREHENSIVE LIST OF ABBREVIATIONS, SOME OF WHICH MAY NOT APPEAR ON THESE DRAWINGS.) � AB ANCHOR BOLT CL CENTERLINE (E} EXISTING GL GLUE-LAMINATED LOC LOCATION OPP OPPOSITE STL STEEL ° ACI AMERICAN CONCRETE INSTITUTE CLR C�EAR EA EACH GWB GYPSUM WAL�BOARD LONGIT LONGITUDINAL OSB ORIENTED STRAND BOARD STRUCT STRUCTURAL ? ADDL ADDITIONAL CMU CONCRETE MASONRY UNIT EF EACH FACE GYP GYPSUM LSL LONG SLOTTED HOLE SYM SYMMETRICAL '• ADJ ADJACENT COL COLUMN EL ELEVATION LVL LAMINATED VENEER LUMBER PAR PARALLEL ' AFF ABOVE FINISHED FLOOR CONC CONCRETE ELEC ELECTRICAL HDR HEADER LWC LIGHT WEIGHT CONCRETE PERP PERPENDICULAR T TOP REVISIONS. i AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION CONN CONNECTION, CONNECT ELEV ELEVATOR HNG HANGER PL PLATE T&B TOP AND BOTTOM , ? ALT ALTERNATE CONSTR CONSTRUCTION EMB EMBED, EMBEDDED, EMBEDMENT HORIZ HORIZONTAL M MISC SHAPE PLWD PLYWOOD T&G TONGUE AND GROOVE i ANSI AMERICAN NATIONAL STANDARDS INSTITUTE CONT CONTINUOUS ENGR ENGINEER HP HP SHAPE MAS MASONRY PREFAB PREFABRICATED TEMP TEMPERATURE CITY OF EVERETT i APA AMERICAN PLYWOOD ASSOCIATION CONTR CONTRACTOR EQ EQUAL HS HIGH STRENGTH MATL MATERIAL PROP PROPERTY THK THICKNESS Q CORRECTIONS 1 ' APPROX APPROXIMATE;APPROXIMATELY COORD COORDINATE EQUIP EQUIPMENT HT HEIGHT MAX MAXIMUM PSF POUNDS PER SQUARE FOOT THRU THROUGH � 10.19.18 � ; ARCH ARCHITECT;ARCHITECTURAL CP COMPLETE PENETRATION ES EACH SIDE MECH MECHANICAL PSI POUNDS PER SQUARE INCH TOB TOP OF BEAM '• ASSY CSK COUNTERSINK; COUN7ERSUNK EW EACH WAY ID INSIDE DIAMETER MFR MANUFACTURER PSL PARA�LEL STRAND LUMBER TOC TOP OF CONCRETE; TOP OF CURB , . � ASTM AMERIGAN SOCIETY FOR TESTING & MATERIALS CTR CENTER EXP EXPANSION; EXPOSED IF INSIDE FACE MIN MINIMUM; MINUTE PT POST TENSION TOF TOP OF FOOTING ' ; AWS AMERICAN WELDING SOCIETY CU FT CUBIC FOOT EXP JT EXPANSION JOINT IN INCH MISC MISCELLANEOUS TOL TOP OF LEDGER ; CU IN CUBIC INCH EXT EXTERIOR INCL INCLUDE; INCLUDING; INGLUSIVE MO MASONRY OPENING RD ROOF DRAIN TOM TOP OF MASONRY ; BD CY CUBIC YARD INFO INFORMATION REF REFERENCE TOS TOP OF STEEL, TOP OF STRUCTURE CADD FILE: ; BLDG BUILDING FD FLOOR DRAIN INT INTERIOR (N) NEW REINF REINFORCE; REINFORCING TOW TOP OF WALL �i BLKG BLOCKING d PENNY(NAILS) FDN FOUNDATION N NORTH REQ'D REQUIRED TS TUBING, STRUCTURAL 18054 � BM DBL DOUBLE FF FAR FACE, FINISHED FLOOR JT JOINT NF NEAR FACE RO ROUGH OPENING TYP TYPICAL ; BMU BRICK MASONRY UNIT(S) DEPT DEPARTMENT FLR FLOOR; F�OOR LINE NFPA NATIONAL FOREST PRODUCTS ASSOC DATE: 08.20.18 , ; BOF BOTTOM OF SLAB DET DETAIL FLG FLANGE K KIP= 1000 POUNDS NIC NOT IN CONTRACT SCHED SCHEDULE UBC UNIFORM BUILDING CODE � BOS DIA DIAMETER (SEE SYMBOLS) FOC FAGE OF CONCRETE KO KNOCK-OUT NOM NOMINAL SEC SECTION UL UNDERWRITER'S LABORATQRY, INC. & AND DRAWN: KC L BOT BOTTOM DIAG DIAGONAL FOM FACE OF MASONRY KSI KIPS PER SQUARE INCH NS NEAR SIDE SHT SHEET UNO UNLESS NOTED OTHERWISE � AT '• BRG BEARING DIAPH DIAPHRAGM FOS FACE OF STUD NTS NOT TO SCALE SHTG SHEATHING; SHEETING URM UNREINFORCED MASONRY BEAM CAMBER CHECKED: C. BURT ; BEAM DICA DRILLED-IN CONCRETE ANCHOR FS FULL SIZE; FAR SIDE LAB LABORATORY SIM SIMILAR UT ULTRA-SONIC TEST � CENTERLINE _ ' C STANDARD CHANNEL DIM DIMENSION FT FEET; FOOT LB POUND oc ON CENTER SPA SPACING, SPACE, SPACES Q1 DIAMETER; ROUND � ..-�. ; CG CENTEf� OF GRAVITY DN DOWN FTG FOOTING LF �INEAL FOOT OD OUTSIDE DIAMETER SPEC SPECIFICATION VERT VERTICAL # NUMBER; POUND � L CGS CENTER OF GRAVITY OF STRANDS DO DITTO LLBB LONG LEGS BACK-TO-BACK OF OUTSIDE FACE SQ SQUARE � SQUARE � i CIP CAST-IN-PLAGE DWG DRAWING GA GAUGE LLH LONG LEGS HORIZONTAL OH OPPOSITE HAND STD STANDARD W WIDE FLANGE L STRUCTURAL ANGLE : CJ CONSTRUCTION JOINT/CONTROL JOINT DWL DOWELS GALV GALVANIZED ��V LONG LEGS VERTICAL OPNG OPENING STIFF STIFFENER WP WORK POINT �� DOUBLE ANGLE - � ,. �ti� ��:�:.: � � VWVF WELDED WIRE FABRIC PLATE - 4AtB�=:�� "��' ��_ ,:' : ; , �