3003 W CASINO RD 2019 BLDG 40-22 Plans 2022-11-30

Q LL. LLI G -\ =RAL SOT-S : CO \ CR -T-: AD - -S V- A\ C - ORS : ABBR -VIATO \ S ,,' 1. FOR POST-INSTALLED ADHESIVE ANCHORS INTO CONCRETE, PRODUCTS SHALL HAVE AFF ABOVE FINISHED FLOOR LG LONG 1. DESIGN IS BASED ON THE INTERNATIONAL BUILDING CODE, IBC 2015 AND THE STATE OF WASHINGTON 1• ALL CONCRETE WORK SHALL COMPLY WITH PROVISIONS OF ACI 318-14, ACI 315-05, AND ACI 301-10, AND THE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI355.4 AND ICC-ES I�- AMENDMENTS. INTERNATIONAL BUILDING CODE AC308. PRE-APPROVED ADHESIVES INCLUDE: ACI AMERICAN CONCRETE INSTITUTE LLH LONG LEG HORIZONTAL < 2. ALL MATERIALS AND WORKMANSHIP SHALL COMPLY WITH PROJECT DRAWINGS AND SPECIFICATIONS. 2, CONCRETE SHALL BE NORMAL WEIGHT CONCRETE. A. SIMPSON STRONG-TIE "SET XP" (ICC-ES ESR-2508) AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION LLV LONG LEG VERTICAL (-- CONCRETE STRENGTHS (AT 28 DAYS) SHALL BE AS FOLLOWS: B. HILTI HIT-HY 200-R (ICC-ES ESR-3187) co AISI AMERICAN IRON AND STEEL INSTITUTE LP LOW POINT co 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONNECTIONS, EMBED PLATE AND ANCHOR BOLT C. HILTI HIT-RE 500 V3 (ICC ESR-3814) LOCATIONS FROM EQUIPMENT MANUFACTURER'S APPROVED DRAWINGS AND STEEL FABRICATOR'S ANCHOR PEDESTRIAN AND UTILITY TUNNELS F'c ANSI AMERICAN NATIONAL STANDARDS INSTITUTE LT GA LIGHT GAGE I . BOLT AND EMBED PLATE SETTING PLANS, WHICH HAVE BEEN APPROVED BY THE ARCHITECT/ENGINEER. (BASE SLAB, WALLS, AND ROOF) 5000 PSI 2. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED ABOVE 1-- MAY BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD (EOR) ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS 4. THE CONTRACTOR SHALL WORK STRUCTURAL DRAWINGS TOGETHER WITH ARCHITECTURAL, MECHANICAL, SLABS-ON-GRADE - - 5000 PSI FOR REVIEW. SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS MAIL MATERIAL PLUMBING, ELECTRICAL AND CIVIL DRAWINGS TO LOCATE RECESSED SLABS, SLOPES, DRAINS, EAGLES, BOLT ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS Liu HAVING A CODE REPORT RECOGNIZING THE PRODUCT FOR THE APPROPRIATE MAX MAXIMUM SETTINGS, GRADES, ETC. ANY DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ELEVATED SLABS - - 4000 PSI APPLICATION. SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS AWS AMERICAN WELDING SOCIETY 0 ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK. DEMONSTRATING THE SUBSTITUTION IS THE EQUIVALENT CAPABLE OF ACHIEVING MECH MECHANICAL o FOUNDATIONS (LOWER MAT NOT EXPOSED)- - 6000 PSI PERFORMANCE VALUES OF THE PRE-APPROVED PRODUCTS. AB ANCHOR BOLT MFR MANUFACTURER 5. THE STRUCTURAL INTEGRITY OF THE COMPLETED STRUCTURE DEPENDS UPON THE INTERACTION OF VARIOUS bi CONNECTED COMPONENTS. PROVIDE ADEQUATE BRACING, SHORING, AND OTHER TEMPORARY SUPPORTS AS FOUNDATIONS (TOPPING MAT NOT EXPOSED)- - 5000 PSI 3. ADHESIVE ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTRUCTIONS. THE L ANGLE MID MIDDLEcn REQUIRED TO SAFELY COMPLETE THE WORK. WALLS, FOUNDATIONS (EXTERIOR EXPOSURE-)-- - 5000 PSI CONTRACTOR SHALL CONTACT THE MANUFACTURER FOR PRODUCT INSTALLATION TRAINING. APPROX APPROXIMATE cn - MTL METAL 6. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS PRIOR TO ORDERING ANY ALL OTHER CONCRETE (EXTERIOR EXPOSURE)- - 5000 PSI ARCH ARCHITECT; ARCHITECTURAL MIN MINIMUM MATERIALS AND SHALL NOTIFY THE ARCHITECT/ENGINEER IF THEY'RE DIFFERENT FROM WHAT IS SHOWN ALL OTHER CONCRETE (NOT EXPOSED)- - 4000 PSI 4. MINIMUM EMBEDMENT FOR ADHESIVE ANCHORS SHALL BE AS ON THE DRAWINGS. FOLLOWS, UNO: ® AT MISC MISCELLANEOUS 3. CALCIUM CHLORIDE SHALL NOT BE USED IN ANY FORM. 1/2" DIA = 4 1/2" 3/4" DIA = 6 3/4" MCJ MASONRY CONTROL JOINT 7. THE CONTRACTOR SHALL REVIEW THESE DRAWINGS AND VISIT THE PROJECT SITE BEFORE CONSTRUCTION 5/8" DIA = 5 5/8" 1" DIA = 9" BEGINS TO COMPARE ALL EXISTING CONDITIONS WITH WHAT IS SHOWN ON THESE DRAWINGS. IF THERE BM BEAM MW(XX) MASONRY WALL REINFORCING (TYPE) ARE CONDITIONS WHICH ARE DIFFERENT FROM WHAT IS SHOWN, THE STRUCTURAL ENGINEER OF RECORD 4. CONCRETE PROTECTION FOR REINFORCING BARS:SHALL BE NOTIFIED. D O S T I \ STAL IL 9X A\ S I O \ A\ C - ORS : BLT BOLT MP(XX) MASONRY PIER (TYPE) _ _ STRUCTURAL ELEMENT CLEAR COVER B/; BOTT BOTTOM MC(XX) MASONRY COLUMN (TYPE) 8. THE CONTRACTOR SHALL ARRANGE A PRE-CONSTRUCTION MEETING WITH THE ARCHITECT/ENGINEER TO FOOTINGS, (CAST AGAINST & 1. EXPANSION ANCHORS SHALL BE ANY OF THE FOLLOWING OR APPROVED EQUAL CDF CONTROLLED DENSITY FILL ENSURE THAT THE CONTRACTOR'S UNDERSTANDING OF THESE DRAWINGS AND PLAN FOR THE WORK IS fN PERMANENTLY EXPOSED TO EARTH) - - 3 INCHES ACCORDANCE WITH THE DESIGN INTENT AND TO CLARIFY ANY QUESTIONS THAT THE CONTRACTOR MAY HAVE. A. SIMPSON STRONG BOLT 2 CIP CAST-IN-PLACE NA; N/A NOT APPLICABLE FOOTINGS AND WALLS (CAST-IN-FORMS B. HILTI KWIK BOLT 3 CL; CA CENTERLINE NTS; N.T.S. NOT TO SCALE 9. SECTIONS AND DETAILS ARE SHOWN TO INDICATE SPECIFIC CONDITIONS. WHERE SECTIONS ARE NOTED PERMANENTLY EXPOSED TO EARTH) - - 2 INCHES C. POWER-STUD+ SD1 TO BE TYPICAL, THESE SECTIONS OR DETAILS SHALL APPLY TO OTHER SIMILAR LOCATIONS. ANY CLR CLEARANCE; CLEAR NGVD NATIONAL GEODETIC VERTICAL DATUM LOCATION IN QUESTION SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER. SLABS (IN CONTACT WITH EARTH) 2 INCHES 2. EXPANSION ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS SLABS (EXPOSED TO WEATHER) - - 1 1/2 INCHES COL COLUMN 10. THE STRUCTURAL ENGINEER OF RECORD SHALL NOT BE RESPONSIBLE FOR THE MEANS, METHODS, TECHNIQUES, 3. MINIMUM EMBEDMENT LENGTH FOR EXPANSION ANCHORS SHALL BE AS FOLLOWS: CONC CONCRETE OC; O.C. ON CENTER SEQUENCES, NOR PROCEDURES OF CONSTRUCTION SELECTED BY THE CONTRACTOR, OR THE SAFETY SLABS ABOVE GRADE - - 3/4 INCHES PRECAUTIONS AND PROGRAMS INCIDENTAL TO THE WORK OF THE CONTRACTOR. THE STRUCTURAL ENGINEER CONN CONNECTION OPNG OPENING SHALL NOT BE RESPONSIBLE FOR THE FAILURE OF THE CONTRACTOR TO PERFORM THE CONSTRUCTION WORK PEDESTALS (TO TIES) - - 2 INCHES 3/8 O = 3 1/2" 1/2 O = 4 1/2" IN ACCORDANCE WITH THESE DRAWINGS. BEAMS (TO STIRRUPS) 1 1/2 INCHES 5/8"0 = 5 1/2" 1/4"0 = 6 1/2" CONT CONTINUOUS OPP OPPOSITE 11. THE INTENT OF SITE VISITS ARE FOR THE STRUCTURAL ENGINEER TO BECOME FAMILIAR WITH THE COLUMNS ABOVE GRADE (TO TIES) - - 1 1/2 INCHES COORD COORDINATE OPP HND OPPOSITE HAND QUALITY OF THE CONSTRUCTION AND TO DETERMINE IN GENERAL IF THE CONSTRUCTION IS PROCEEDING CMU CONCRETE MASONRY UNIT IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS. 5 ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064 AND SHALL BE LAPPED ONE FULL MESH PANEL PLUS 2 -g R I S v T I GAT 0 \ . CJ CONTROL JOINT QTY QUANTITY 12. ELEVATIONS: INCHES AT SIDES AND ENDS AND WIRED TOGETHER. CC-(XX) CONCRETE COLUMN PROJ PROJECTION FINISHED GROUND FLOOR EL = 100'-0" 6. ALL REINFORCING STEEL SHALL BE PLACED WITHIN TOLERANCES SPECIFIED IN ACI 315-99 1. CONTRACTOR SHALL COORDINATE WITH OWNER FOR DEBRIS MITIGATION AND CLEAN-UP REQUIREMENTS FOR ALL CONSTRUCTION ACTIVITIES AFFECTING AREAS FINISHED GROUND FLOOR REF EL = 548'-0" N.G.V.D. (SEE CIVIL DWGS) DET DETAIL LB; T POUND 7. ALL REINFORCING STEEL REBAR SHALL CONFORM TO ASTM A615 GRADE 60. WITHIN THE EXISTING OPERATIONAL BUILDING. 13. HATCH LID SAFETY SYSTEM: DIAG DIAGONAL PLF POUNDS PER LINEAR FOOT • EACH ALUMINUM HATCH TO INCLUDE REQUIRED BOEING SAFETY FEATURES, INCLUDING (2) - PNEUMATIC LIFTING 8. REINFORCING LAP SPLICE TABLE: DIA DIAMETER ASSIST CYLINDERS. SEE SPEC SECTION 05 500 "METAL FABRICATION" PER APPROVED MOCK-UP STUDY. PSF POUNDS PER SQUARE FOOT TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 12" OF FRESH CONCRETE IS CAST BELOW THE BAR. A LV \ „ V : DWG DF DRAWING DROPPED FOOTING PSI POUNDS PER SQUARE INCH S T R i C T R A L S T -L. LAP SPLICE LENGTH (4000 PSI CONCRETE) - NORMAL WEIGHT, NO EPDXY 1. DESIGN AND FABRICATION SHALL BE IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL RAD RADIUS BAR SIZES (#) "SPECIFICATION AND GUIDLINES FOR ALUMINUM STRUCTURES." EA EACH 1. DESIGN, FABRICATION AND ERECTION OF ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE LEAST REF REFERENCE TAf 3 4 5 6 7 8 9 10 11 2. PROTECT AND ISOLATE ALUMINUM FROM OTHER MATERIALS, ALUMINUM CANNOT BE IN EL; ELEV ELEVATION AISC STEEL CONSTRUCTION MANUAL; 15TH EDITION. THE STRUCTURAL FRAME FABRICATOR SHALL BE AISC BAR ELEV REINFORCED; REINFORCING CERTIFIED FOR STEEL BUILDING STRUCTURES (STD) OR INCLUDE, AT THE FABRICATORS EXPENSE, 3" 15" 20" 24" 29" 42" 48" 55" 65" 80" CONTACT WITH CARBON STEEL IN OTHER DISSIMILAR METALS, CONCRETE, GROUT, MORTAR, CLAY EQUIP; EQMT EQUIPMENT INSPECTION SERVICES NECESSARY TO INSURE THAT THE SHOP PROCEDURES AND FABRICATION COMPLIES BRICK, OR DIRECTLY BURIED THE GROUND. READ REQUIRED WITH DRAWINGS AND SPECIFICATIONS. SPECIFICALLY, ALL WELDED CONNECTIONS SHALL BE INSPECTED AND v) 2" 15" 20" 24" 29" 46" 61" 77" 97" 120" EW EACH WAY TESTED BY A CERTIFIED TESTING AGENCY. ce 3. ALUMINUM PLATES SHALL BE 70-75-T651 WITH THE FOLLOWING SPECIFICATION AND o, » » » „ » » » » » STRENGTHS UNO: EXIST ; (E) EXISTING 2. ALL STRUCTURAL STEEL SHALL HAVE THE FOLLOWING ASTM SPECIFICATION AND YIELD 1 1/2 15 20 25 36 62 81 102 130 160 SCHED SCHEDULE 0PLATE THICKNESS = 1" TO 2"---�- Ftu (TENSILE ULTIMATE STRENGTH) = 76 KSI EXP EXPANSION SHT SHEET ANGLES & STRENGTHS UNO: STEEL - - FY = 36 KSI (A36) 1- 3/4 18" 32" 50" 73" 106" 121" 136" 153" 170" Fy (YIELD STRENGTH) = 67 KSI EJ; EXP JT EXPANSION JOINT (AMS 4045 AND AMS-QQ-A-250/12) SIM SIMILAR PLATES & TRANSV. BARS FY = 50 KSI (A572) EXT EXTERIOR SPEC SPECIFICATION W SHAPES FY = 50 KSI (A992) 3" 12" 15" 19" 23" 33" 37" 42" 50" 62" - CHANNELS, ANGLES & MISC. STEEL - - FY = 36 KSI (A36) = 2" 12" 15" 19" 23" 36" 47" 59" 75" 92" LOADING C R T-R A: FBA FLAT BAR ANCHOR SQ SQUARE HSS TUBE STEEL (RECTANGULAR) - - FY = 46 KSI (A500 GR. B) SF SQUARE FEET 0 1 1/2" 12" 15" 20" 28" 48" 62" 79" 100" 123" 1. TRENCH COVERS, WALLS, AND FOUNDATIONS WORST CASE OF THE FOLLOWING: FBC FLORIDA BUILDING CODE SQ IN SQUARE INCHES 3. ALL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE LATEST EDITION OF THE AISC STEEL 3/4"4" 14" 25" 39" 56" 81" 93" 105" 118" 131" FT FOOT; FEET CONSTRUCTION MANUAL AND THE INTERNATIONAL BUILDING CODE. SST; SS STAINLESS STEEL (1) 500 PSF APPLIED UNIFORMLY. FIN FINISH STD STANDARD 4. ALL WELDING ELECTRODES SHALL BE E70XX, UNO. ALL WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS (2) 30,000 PSF APPLIED TO 12" X 12" AREA FLR; FL FLOOR; FLOORING AND SHALL CONFORM TO AWS D1.1/D1.1M STRUCTURAL WELDING CODE - STEEL, LATEST EDITION. STL STEEL LAP SPLICE LENGTH (5000 PSI CONCRETE) - NORMAL WEIGHT, NO EPDXY FLD; FD FLOOR DRAIN SC(XX) STEEL COLUMN (TYPE) 5. ALL FILLET WELDS SHALL BE 3/16" UNO, BUT NOT LESS THAN AISC MINIMUM, SEE CHART BELOW: LEAST CONCRETE BAR SIZES ( ) 2. THE MAXIMUM LOAD ON A SINGLE WHEEL SHALL NOT EXCEED 16,000 POUNDS FOR GROUP ACTION, WHEEL FOB FACE OF BRICK - DISTRIBUTED LOAD ON THE FLOOR SLAB SHALL NOT EXCEED 500 POUNDS PER SQUARE FOOT(PSF). COVER AT BAR 3 4 5 6 7 8 9 10 11 +/- .5 FOF FACE OF FOOTING T&B TOP AND BOTTOM MINIMUM SIZE FOR FILLET WELDS 3" » » „ „ » „ » » » 3. SEE DETAIL BELOW FOR FINSIHED SURFACE FLATNESS ® = INCH FOW FACE OF WALL THK THICK 13 18 22 26 38 43 49 58 72 MATERIAL THICKNESS OF MINIMUM SIZE OF `�' 10' x 10' SQUARE ' -- ® ® 6 FTG FOOTING m 2 13" 18" 22" 26" 42" 54" 69" 87" 107" +/_ 5 THOU THROUGH THINNER PART JOINED (INCHES) FILLET WELD (IN) ¢ FDN FOUNDATION INCH T/ CONC TOP OF CONCRETE 0 1 1/2" 13" 18" 23" 33" 55" 72" 92" 116" 143" _ 6 = - TO 1/4" INCLUSIVE 1/8" 1-- pr aF(XX) SPREAD FOOTING (TYPE) T/ FIG TOP OF FOOTING OVER 1/4" TO 1/2" 3/16" 3/4" 17" 29" 45" 65" 95" 108" 122" 137" 152" GLOBAL T/ STL TOP OF STEEL OVER 1/2" TO 3/4" 1/4" IN CRITICAL AREAS (A) FF50 IN FINISHED SURFACE FLATNESS" GA GAGE T&G TONGUE AND GROOVE OVER 3/4" 5/16" NON CRITICAL AREAS (B) FF35 AND LEVEL REQUIREMENTS 12" 14" 17" 20" 29" 33" 38" 45" 55" GALV GALVANIZED TS THICKENED SLAB 6. THE FABRICATOR SHALL FURNISH A STRUCTURAL SUBMITTAL WHICH SHALL BE CHECKED BY THE CONTRACTOR w 2" 4. FLOOR FLATNESS REQUIREMENTS: 12 14 17 20 32 42 53 67 83 GALV STL GALVANIZED STEEL TYP TYPICAL FOR COMPLETENESS AND CONTENT PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER OF RECORD FOR T FF OVERALL = 50 REVIEW. THE SUBMITTAL SHOULD INCLUDE FABRICATION AND ERECTION DRAWINGS. FABRICATION SHALL NOT 0 1 1/2 12 14 18 25 43 56 71 89 110 FF MINIMUM LOCAL VALUE = 30 GEN GENERAL TSE; TE THICKENED SLAB EDGE COMMENCE UNTIL THIS REVIEW IS COMPLETED. 3/4" 13" 22" 35" 50" 73" 83" 94" 105" 117" GENERAL CONFORMITY TO DESIGN GRADE: FINISHED FLOOR ELEVATION OF EACH CELL SHALL FALL 7. CUTS, HOLES AND THEIR REINFORCEMENT (REQUIRED BY OTHER TRADES) SHALL BE SHOWN ON THE WITHIN +/- .5 INCH OF DESIGN ELEVATION. HP HIGH POINT UNO; U.N.O. UNLESS NOTED OTHERWISE STRUCTURAL STEEL SHOP DRAWINGS AND SHALL BE MADE IN THE SHOP. FIELD BURNING OF HOLES & CUTS g. IT IS PERMITTED TO SUBSTITUTE MECHANICAL SPLICES (MEETING THE REQUIREMENTS OF SECTION 12.6 IN ACI 318-11) HORIZ HORIZONTAL IN STRUCTURAL STEEL SHALL NOT BE PERMITTED EXCEPT BY WRITTEN PERMISSION FROM THE STRUCTURAL FOR LAP SPLICES AT NO ADDITIONAL COST. MECHANICAL SPLICES SHALL DEVELOP 125% (MIN) OF THE YIELD STRENGTH ENGINEER OF RECORD, UNLESS NOTED OTHERWISE ON THE DRAWINGS. OF THE REBAR IN TENSION OR COMPRESSION. VERT VERTICAL 8. SIZE AND SHAPE OF STRUCTURAL STEEL SHALL BE AS SHOWN ON DRAWINGS. 10. ALL REINFORCEMENT SHALL BE BENT COLD. REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT INT INTERIOR UNLESS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. HOOKS SHALL BE ACI STANDARD HOOKS IN ACCORDANCE INFO INFORMATION W/ WITH 9. AFTER ERECTION, ALL STEEL SHALL BE CLEANED OF ALL RUST, LOOSE MILL, SCALE, AND OTHER FOREIGN MATERIAL. WITH ACI 318, CHAPTER 7. SCUFFS AND ABRASIONS SHALL BE FIELD TOUCHED-UP. W/O WITHOUT 10. ALL FIELD CONNECTIONS ARE TO BE PAINTED TO MATCH ATTACHED COMPONENTS. 11. REINFORCING FOR CONTINUOUS FOUNDATIONS SHALL BE CONTINUOUS AT CORNERS AND INTERSECTIONS. PROVIDE CORNER K KIPS WWF WELDED WIRE FABRIC BARS AT ALL CORNERS AND INTERSECTIONS. CORNER BARS SHALL HAVE LAP LENGTHS EQUAL TO THE STRAIGHT BAR LAP LENGTHS ON BOTH ENDS OF THE CORNER BARS. KSI KIPS PER SQUARE INCH WF(XX) WALL FOOTING (TYPE) 12. AT THE TIME CONCRETE IS PLACED, REINFORCEMENT SHALL BE FREE FROM MUD, OIL OR OTHER NONMETALLIC COATINGS THAT DECREASE BOND. P \ -W S - LET ADDLE =� � � _ www.brph.com gyp ropyright o 2019 This item has been electronically signed and sealed by Architects Engineers,S Inc.II (Andrew H.Miller,PE)using a digital signature and date. Printed copies of this document are not considered - State of Washington signed and seated and the signature must be verified on 19020 33rd Ave W,Suite 530 Certificate of Authorization any electronic copies. Lynnwood,Washington,98036 Architecture No.603235512 425-921-3500 Engineering No.3137 SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE tij DRAWN DATE SUBTITLE CURRENT REVISION SYMBOL DATE F, F WAS i ACCEPTABILITY BEL 09/17/19 STATEMENT OF SPECIAL INSPECTIONS A 09/17/19 A ISSUE FOR PERMIT - 767 RATE INCREASE FA BEL AHM 09/17/19 y�4/ < THIS DESIGN AND/OR CHECKED Q�ry e ., �� SPECIFICATION IS APPROVED LAL 09/17/19 SHEET l- .- oy %n ENGINEER TITLE 767 RATE INCREASE - FA Jr; ' ® 4 �:' ° '' APPROVED BY DEPT. DATE AHM 09/17/19 s; 2n . CHECKED 7.✓ V998 G r' 4 BUILDING 40-022 JOB NO. COMP NO. O,00 ii)4` V \,, APPROVED EVE-18-30055-602 y� \S's/pNA I EC \ a APPROVED STRUCTURAL MASTER EVERETT, WA DWG No. C tio 40-022-S2n-602 - _ -- - - - - - NI xp 11rtr )%