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DETAIL5 4 C2.0 GRADING PLAN 5 C2. 1 51TE DETAIL5 G C2.2 51TE DETAIL5 7 C2.3 51TE DETAIL5 RR TC TC P P --- SD --- SD __ ss __ s w w a POWER VAULT LIGHT STANDARD LIGHT JUNCTION BOX POWER TRAN5FORMER IRRIGATION VALVE SANITARY 5EWER MANHOLE CATCH BA51N SIGN BU5H HEDGE CONIFER DECIDUOUS UNDERGROUND TELEPHONE LINE UNDERGROUND POWER LINE 5TORM LINE 5EWER LINE WATER LINE PAINT RETAINING WALL CONCRETE BUILDING HANDRAIL FACE OF CURB LAND5CAPE CONCRETE HATCH BOULDER HATCH BUILDING HATCH CONCRETE (PROPO5ED) EXI5TING A5PHALT, PROP05ED ADA 5TALL5 * DROP OFF ZONE ROOF CANOPY (PROP05ED) SURVEY NOTES: BASIS OF MERIDIAN: A55UMED \/FRTICAL DATUM: A55UMED Rot1NnARY NOTE: NO CORNER5 WERE 5ET BY TH15 5URVEY, NO TITLE REPORT WA5 OBTAINED AND NO EA5EMENT5 ON THE PROPERTY, IF ANY, ARE SHOWN. BOUNDARY AND RIGHT OF WAY LINE5 ARE 5HOWED PER BE5T AVAILABLE RECORD INFORMATION, AND TIE5 TO EX15TING LOCAL MONUMENTATION. UTILITY NOTE: UTILITIE5 5HOWN HEREON ARE PER KPFF A5-5UILT OF 51TE 5URFACE FEATURE5 IN CONJUNCTION WITH UNDERGROUND UTILITY LOCATES PERFORMED BY AP5. ALL UNDERGROUND UTILITIES SHOULD BE CON51DERED APPROXIMATE ONLY. METHOD OF SURVEY: TOPOGRAPHIC AND CONTROL 5URVEY PERFORMED U51NG CONVENTIONAL GROUND METHOD5 U51NG A TOPCON P5- 103 ROBOTIC TOTAL STATION. ALL WORK PERFORMED DURING THE COUR5E OF TH15 5URVEY MEET5 OR EXCEED5 THE 5TANDARD5 A5 5ET FORTH IN WAC 332-130-090. 5URVEY PERFORMED IN MARCH OF 2017. PT# NORTHING EASTING ELEVATION DESCRIPTION I 5000.000 5000.000 390.00 5ET MAG 4 4798.783 47G2.040 394.04 5ET MAG 5 4822.G35 4954.7G3 391.33 5ET MAG DUTALL: I = Gv VICINITY MAP NT5 PROJECT CONTACTS OWNER: NORTHWE5T KIDNEY CENTER5 ARCHITECT: 5ALU5 ARCHITECTURE 700 BROADWAY 1402 THIRD AVE., 5UITE 200 5EATTLE, WA 98122 5EATTLE, WA 08 10 1 TEL: 20G.720.37G5 TEL: 20G.G52.0722 FAX: 20G.G52.4G53 ATTN: DAVID FRUM, PRE51DENT ATTN: RANDY THOMP50N, DIR OF FACILITIE5 EMAIL: DAVID. FRUM @5ALU5.ARCH I EMAIL: RANDY.THOMP50N@NWKIDNEY.ORG ATTN: GREG 5ALANDI, PROJECT MANAGER EMAIL: GREG.5ALANDi@5ALU5.ARCH1 CIVIL KPFF CONSULTING ENGINEER5 ENGINEER: G 12 WOODLAND 5QUARE LOOP 5E, 5TE 100 LACEY, WA 98503 TEL: (3GO) 292-7230 FAX: (3GO) 292-723 I CONTACT: MARK 5TEEPY 5URVEYOR: KPFF CONSULTING ENGINEER5 G 12 WOODLAND 5QUARE LOOP 5E, 5TE 100 LACEY, WA 98503 TEL: (3GO) 292-7230 FAX: (3GO) 292-7231 CONTACT: TOM 5WIFT PROJECT INFORMATION FEDERAL WAY PERMIT #: PROJECT NAME: FEDERAL WAY EA5T LEGAL DE5CRIPTION: EA5T CAMPUS CORP PRK PRCL 3-155P TGW UND INT IN TRACTS B, C#D PLat Block: Plat Lot: 4 ZONING DE51GNATION: "OP- I " OFFICE PARK I FEDERAL WAY ORDINANCE #: 93- 190 OVERVIEW: INTERIOR REMODEL OF EXI5TING BUILDING TO PROVIDE MEDICAL OFFICE DIALY515 FACILITY. EXTERIOR WORK INCLUDES THE ADDITION OF TWO NEW ENTRANCE5 INTO THE MEDICAL OFFICE, A LOADING DOCK TO SUPPORT THE MEDICAL FACILITY AND MINOR 51TE MODIFICATIONS TO PROVIDE A NEW PATIENT DROP OFF AT THE 50UTH ELEVATION OF THE BUILDING. 0 20 40 N SCALE N -F � U O t3 N L CD to O O N 0 ti Q, v�j N � h0 h L N N cn Zz vi O. N p � .c o O � O v W m rn k ao� O aZM rz C U a, o ISSUE DATE: 05/02/2017 REVISIONS: PERMIT DOCUMENMI.Z1.1 COVER SHEET ci 00 PROJECT NO.: :6��`' CON5TRUCTION SEQUENCE NOTE5 GENERAL NOTE5 1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A I . PRECON5TRUCTION MEETING MUST BE HELD BETWEEN THE CITY OF FEDERAL WAY, THE APPLICANT, AND APPLICANT'S CONSTRUCTION REPRESENTATIVE. 2. INSTALL CONSTRUCTION FENCE A5 INDICATED ON PLAN. 3. INSTALL CATCH BA51N INLET PROTECTION A5 INDICATED ON PLAN. 4. 5AWCUT AND DEMOL15H EXISTING ASPHALT, CURB, SIDEWALK, AND ALL OTHER DEMOLITION ITEM5 A5 INDICATED ON PLAN. 5. FIN15H GRADE 51TE AND CONSTRUCT A5PHALT PARKING AREA5, ACCE55 DRIVES, 51DEWALK5, CURB5, GUTTERS, AND ALL ITEM5 INDICATED ON PLAN. G. COMPLETE 51TE 5TA13ILIZATION IN ACCORDANCE WITH LANDSCAPE PLANS. 7. CLEAN OFF-51TE 5TORM DRAIN 5Y5TEM OF ALL SEDIMENT AND DEBR15. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FEDERAL WAY REV15ED CODE (FWRC), APPLICABLE ORDINANCE5, AND THE CITY COUNCIL CONDITIONS OF PROJECT APPROVAL. THE5E DOCUMENTS ARE 5UPPLEMENTED BY THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION (W5DOT/APWA), THE KING COUNTY ROAD 5TANDARD5 (KCR5), AND THE KING COUNTY 5URFACE WATER DE51GN MANUAL (KC5WDM). IT SHALL BE THE 50LE RESPONSIBILITY OF THE APPLICANT AND THE PROFE55IONAL ENGINEER TO CORRECT ANY ERROR, OMISSION, OR VARIATION FROM THE ABOVE REQUIREMENTS FOUND IN THESE PLANS. ALL CORRECTION5 SHALL BE AT NO ADDITIONAL C05T OR LIABILITY TO THE CITY OF FEDERAL WAY. 2. THE DE51GN ELEMENTS WITHIN THESE PLANS HAVE BEEN REVIEWED ACCORDING TO THE FEDERAL WAY ENGINEERING REVIEW CHECKLIST. 50ME ELEMENT5 MAY HAVE BEEN OVERLOOKED OR M155ED BY THE CITY ENGINEERING PLAN REVIEWER. ANY VARIANCE FROM ADOPTED 5TANDARD5 15 NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY THE CITY OF FEDERAL WAY, PRIOR TO CONSTRUCTION. 3. APPROVAL OF TH15 ROAD, GRADING, AND DRAINAGE PLAN DOES NOT CONSTITUTE AN APPROVAL OF ANY OTHER CONSTRUCTION (I.E. DOMESTIC WATER CONVEYANCE, SEWER CONVEYANCE, GA5, ELECTRICITY, ETC.) 4. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A PRECON5TRUCTION MEETING MU5T BE HELD BETWEEN THE CITY OF FEDERAL WAY, THE APPLICANT, AND THE APPLICANT-5 CONSTRUCTION REPRESENTATIVE. 5. A 51GNED COPY OF THE5E APPROVED PLAN5 MUST BE ON THE JOB 51TE WHENEVER CONSTRUCTION 15 IN PROGRE55. G. CONSTRUCTION N015E 5HALL BE LIMITED A5 PER FWRC (SECTION 19. 105.040); NORMALLY TH15 15 7:00 A.M. TO 8:00 P.M., MONDAY THROUGH FRIDAY, AND 9:00 A.M. TO 8:00 P.M. ON 5ATURDAY5. 7. IT 5HALL BE THE APPLICANT'S/CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL CONSTRUCTION EASEMENTS NECESSARY BEFORE INITIATING OFF-51TE WORK WITHIN THE ROAD RIGHT-OF-WAY. 8. FRANCH15ED UTILITIE5 OF OTHER IN5TALLATION5 THAT ARE NOT SHOWN ON THESE APPROVED PLAN5 SHALL NOT BE CONSTRUCTED UNLESS AN APPROVED 5ET OF PLAN5 THAT MEET ALL CITY REQUIREMENT5 AND THE REQUIREMENT5 OF KCR5 CHAPTER 8 ARE 5UBMITTED TO THE CITY OF FEDERAL WAY AT LEA5T THREE DAYS PRIOR TO CONSTRUCTION. 9. VERTICAL DATUM 5HALL BE A55UMED. 10. ALL ROADWAY 5UBGRADE 5HALL BE BACKFILLED AND COMPACTED TO 95% DENSITY IN ACCORDANCE WITH W5DOT STANDARD SPECIFICATION 2-OG.3. I 1. OPEN CUTTING OF EXISTING ROADWAY5 15 NOT ALLOWED UNLE55 SPECIFICALLY APPROVED BY.THE PUBLIC WORK5 DIRECTOR AND NOTED ON THE5E APPROVED PLAN5. ANY OPEN CUT 5HALL BE RE5TORED IN ACCORDANCE WITH KCR5 8.03(B) 3. 12. THE CONTRACTOR 5HALL BE RE5PON51BLE FOR PROVIDING ADEQUATE 5AFEGUARD5, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGER5, AND ANY OTHER NEEDED ACTIONS TO PROTECT LIFE, HEALTH, AND 5AFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THE CONTRACTOR. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW 5HALL REQUIRE AT LEAST ONE FLAGGER FOR EACH LANE OF TRAFFIC AFFECTED. ALL 5ECTION5 OF THE W5DOT STANDARD SPECIFICATIONS 1-07.23 TRAFFIC CONTROL, 5HALL APPLY. 13. CONTRACTOR 5HALL PROVIDE AND INSTALL ALL REGULATORY AND WARNING SIGNS PER THE LATEST EDITION OF MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. 14. ALL UTILITIES 5HALL BE ADJUSTED TO FINAL GRADE AFTER PAVING ASPHALT WEARING COUR5E. ER0510N/5EDIMENTATION CONTROL NOTE5 ABBREVIATIONS: I APPROVAL OF TH15 ERO510N/5EDIMENTATION CONTROL (E5C) PLAN APPROX APPROXIMATELY . DOE5 NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR AR AIR RELEASE DRAINAGE DESIGN (I.E. SIZE AND LOCATION OF ROAD5, PIPE5, AVE BCR AVENUE BEGINNING OF CURB RETURN RE5TRICTOR5, CHANNEL5, RETENTION FACILITIES, UTILITIE5, ETC.). BLDG BUILDING 2. THE IMPLEMENTATION OF THE5E E5C PLAN5 AND THE BLVD BOULEVARD CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF BO BOC BLOW -OFF BOTTOM OF CURB THESE E5C FACILITIE5 15 THE RE5PON51BILITY OF THE BW BOTTOM WALL APPLICANT/CONTRACTOR UNTIL ALL CONSTRUCTION 15 APPROVED. CB 51 CATCH BASIN 3. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON TH15 PLAN CO CONT CLEANOUT CONTINUED SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO CPP CORRUGATED POLYETHYLENE PIPE CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DI DUCTILE IRON D15TURBANCE BEYOND THE FLAGGED CLEARING LIMITS SHALL BE D►A DIAMETER PERMITTED. THE FLAGGING 5HALL BE MAINTAINED BY THE DWG DRAWING APPLICANT/CONTRACTOR FOR THE DURATION OF CONSTRUCTION. E EA5T, EA5TING ECP END OF CURB RETURN 4. THE E5C FACILITIES SHOWN ON TH15 PLAN MUST BE CON5TRUCTED ELEV ELEVATION IN CONJUNCTION WITH ALL CLEARING AND GRADING ACTIVITIES, EP EDGE OF PAVEMENT AND IN SUCH A MANNER A5 TO INSURE THAT SEDIMENT LADEN EX EXISTING WATER DOE5 NOT ENTER THE DRAINAGE 5Y5TEM OR VIOLATE FDC FIRE DEPARTMENT CONNECTION APPLICABLE WATER 5TANDARD5. FF FINISHED FLOOR FG FINISHED GROUND 5. THE E5C FACILITIES SHOWN ON TH15 PLAN ARE THE MINIMUM FM FORCE MAIN REQUIREMENTS FOR ANTICIPATED 51TE CONDITION5. DURING THE FT FEET CONSTRUCTION PERIOD, THE5E E5C FACILITIES 5HALL BE GA GAUGE UPGRADED (I.E. ADDITIONAL 5UMP5, RELOCATION OF DITCHE5 AND GRVL GRAVEL SILT FENCES, ETC.) A5 NEEDED FOR UNEXPECTED STORM EVENTS. HDPE HIGH DENSITY POLYETHYLENE HORIZ, HORZ HORIZONTAL G. THE E5C FACILITIE5 5HALL BE INSPECTED DAILY BY THE APPLICANT/CONTRACTOR AND MAINTAINED A5 NECE55ARY TO KCR5 KING COUNTY ROAD STANDARDS ENSURE THEIR CONTINUED FUNCTIONING. KC5WDM KING COUNTY SURFACE WATER DRAINAGE MANUAL 7. ANY AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY LF LINEAR FEET EMBANKMENT5, WHERE NO FURTHER WORK 15 ANTICIPATED OR A MAX MAXIMUM PERIOD OF 15 DAY5, 5HALL BE IMMEDIATELY STABILIZED WITH THE MECH MECHANICAL APPROVED E5C METHODS (I.E. SEEDING, MULCHING, NETTING, MIN MINIMUM ER0510N BLANKETS, ETC.) NIJ MECHANICAL JOINT N NORTH, NORTHING 8. ANY AREA NEEDING E5C MEASURES, NOT REQUIRING IMMEDIATE NE NORTHEAST ATTENTION, 5HALL BE ADDRE55ED WITHIN 15 DAY5. NIC NOT IN CONTRACT NT5 NOT TO SCALE 9. THE E5C FACILITIES ON INACTIVE 51TE5 SHALL BE INSPECTED AND NW NORTHWEST MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN THE 48 PC POINT OF CURVE HOURS FOLLOWING A STORM EVENT. PI POINT OF TANGENT INTERSECTION POC POINT OF CONNECTION 10. AT NO TIME 5HALL MORE THAN ONE FOOT OF SEDIMENT BE PT POINT OF TANGENT ALLOWED TO ACCUMULATE WITHIN A CATCH BA51N. ALL CATCH PVC POLYVINYL CHLORIDE BA51N5 AND CONVEYANCE LINES 5HALL BE CLEANED PRIOR TO R RANGE, RADIUS PAVING. THE CLEANING OPERATION SHALL NOT FLU5H RD ROOF DRAIN, ROAD SEDIMENT -LADEN WATER INTO THE DOWN5TREAM 5Y5TEM. 5 SOUTH, SLOPE 5CH 5CHEDULE 1 1 . STABILIZED CONSTRUCTION ENTRANCES AND WA5H PAD5 SHALL BE 5E SOUTHEAST INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED 5EC SECTION FOR THE DURATION OF THE PROJECT. ADDITIONAL MEA5URE5 MAY 5F 5QUARE FEET BE REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN 5D 5TORM DRAIN FOR THE DURATION OF THE PROJECT. 55 SANITARY SEWER 55MH 5EWER MANHOLE 12. WET SEASON REQUIREMENT5 A5 DESCRIBED IN APPENDIX D. 5T 5TREET SECTION D.5.2 OF THE KC5WDM ARE IN EFFECT BEGINNING 5TA STATION OCTOBER I THROUGH APRIL 30. 5TD STANDARD 5W 50UTHWE5T 13. ANY PERMANENT RETENTION/DETENTION FACILITY U5ED A5 A T TOWNSHIP TEMPORARY 5ETTLING BASIN SHALL BE MODIFIED WITH THE TOC TOP OF CURB NECE55ARY EROSION CONTROL MEASURES AND 5HALL PROVIDE TW TOP OF WALL ADEQUATE 5TORAGE CAPACITY. IF THE PERMANENT FACILITY 15 TO TYP VERT TYPICAL VERTICAL FUNCTION ULTIMATELY A5 AN INFILTRATION OR D15PER51ON VC VERTICAL CURVE 5Y5TEM, THE FACILITY 5HALL NOT BE U5ED A5 A TEMPORARY VPC VERTICAL POINT OF CURVE SETTLING BA51N. NO UNDERGROUND DETENTION TANKS OR VAULTS VPT VERTICAL POINT OF TANGENT 5HALL BE U5ED A5 A TEMPORARY 5ETTLING BA51N. W WE5T 14. WHERE SEEDING FOR TEMPORARY EROSION CONTROL 15 REQUIRED, W/ WM WITH WATER MAIN FA5T GERMINATING GRASSES 5HALL BE APPLIED AT AN W5DOT WA5HINGTON STATE DEPARTMENT Of APPROPRIATE RATE (I.E. ANNUAL OR PERENNIAL RYE APPLIED AT TRANSPORTATION APPROXIMATELY 80 POUNDS PER ACRE). 15. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL 15 REQUIRED, IT 5HALL BE APPLIED AT A MINIMUM THICKNESS OF TWO INCHE5. I G. MANAGEMENT PRACTICE5 PROVIDING 51GNIFICANT TREE PROTECTION SHALL BE PROVIDED PER SECTION 22-15G8 (C) (A-G) OF FWRC. PERMIT N O . XX-XXXXXX-XX APPROVED N 04 L O {u N N L (D m O O N 1- s O O N a) �O woo > a- :E: N 4-- OM a) �U) 0 0 cn N La CM ° "8 0 o V W v oo ` ak tp l - a o4. O Z cZq n U H Z8 ' N C � o mo a, r T- �" O w O 00 t-) L W L ui LLJ 00 UMZ ISSUE DATE: 5/02/2017 REVISIONS: PERMIT DOCUMENTS GENERAL NOTES DATE PROJECT NO.: 1 6 C''1 SEDIM ©:4 kSS ;ATE DEVICE NOT TO SCALE CATCH BASIN SEDIMENT PROTECTION SCALE: N.T.S. NOTES 1. SIZE THE BELOW INLET GRATE DEVICE (BIGD) FOR THE STORM WATER STRUCTURE IT WILL SERVICE. 2. THE BIGD SHALL HAVE A BUILT-IN HIGH -FLOW RELIEF SYSTEM (OVERFLOW BYPASS). 3. THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. 4. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.305). DRAINAGE GRATE p _ Q 4 � � 6 ___zz z/ /Z' U Q U 98 1 3g5 c,0 I CIO .a". U G..Q I G ea a I (TYP.) G .i60 � O O a i:G� ` \e � \"_]• � a 3 et •5' � e 4 G 1 9 G 4 6 �� G ^ \\ °a' 1 IL I � I •\\\\-\\\\\\\\\ \ \\\\\\\\\�\\\\\`\\\\\\m\\ a c.> 4 1 ! I E' J YF� to 3 I V,i �- G 'e ' aw c+G .. O 6 y Q , V\\\\\\1A\•\\'\\\'\\\-\\� C� i 1 — SD - SD — co I 1 co co f 0 o I� co Co e^' i S` i` l j�j(ff) o 7 t Q -...._ W _. W 4— W-- W- - a co Q W KEY NOTES: 0 PROTECT t MAINTAIN CATCH BA51N PER DETAIL I ON TH15 SHEET O REMOVE EX15TING TREE O REMOVE EX15TING CONCRETE OREMOVE EXISTING A5PHALT O REMOVE EX15TING 5TAIR5 (D RELOCATE EX15TING DECIDUOUS TREE O NEW LOCATION FOR RELOCATED DECIDUOUS TREE 0 10 20 SCALE �1 N U O t13 O O N N �o Q0-) L L O d' N U) 0 N 1 N O I O N ti0 N N N Cn Q) 4 N V) •C o o � O o c° vW Qj 0 k a o� O cz z ^ U � o � N O s s s� ISSUE DATE: 05/02/2017 REVISIONS: PERMIT DOCUMENTS TESC & DEMO PLAN & DETAILS Cl m2 PROJECT NO.: 1 ' < t RETAINING WALL PER STRUCTURAL PLANS (10) 7" x 1 1 " 5TEP5 ACP SLOPE AT 2: I RETAINING WALL PER MATCH EX PARKING LOT AC UNIT CONC '" 5TRUCTURAL PLAN5 6 PAD PER ARCHg [ S � 1 62 r 63 imom v t t� 60 I p p �00 ' 89806' i 57 % 5.0%- D 28.2%_ i AzC2. I PROP05ED GUARDRAIL tit 59 D p 1 58 t p� 56 '\ 3.9' � 900055 l \I �•. m j l ��g p POINT TABLE POINT TABLE (CONT) POINT TABLE (CONT) POINT TABLE (CONT) # NORTHING EASTING ELEV # NORTHING EASTING ELEV # NORTHING EASTING ELEV # NORTHING EASTING ELEV 1a 4,816.30 4,803.66 393.61 El 4.839.13 4,819.13 TOC:394.38' 35 4,849.79 4,884.69 392.72' El 4,858.56 4,922.16 394.80' 2� 4,816.01 4,810.08 393.46' BOC:393.92' 36 4,845.96 4,897.30 393.67' 54 4,863.65 4.885.73 397.00' El 4,815.65 4,818.07 393.30' Ell 4,846.31 4,819.46 394.06' 37 4,850.89 4,896.83 393.72' 55 4,956.14 4,956.99 392.47' El 4,815.29 4,826.07 393.15' 20 4,837.82 4,848.10 393.58' 36 4,846.43 4,902.27 393.77' 56 4,971.59 4,933.83 397.00' 5 4,814.93 4,834.06 392.99' 21 4,845.06 4,848.43 393.72' 39 4,851.36 4,901.81 393.82' El 4,981.58 4,934.28 397.00' El- 4,614.71 4,839.05 392.88' 22 4,844.39 4,863.28 393.72' 40 4,842.49 4,905.50 392.0 P 58 4,971 .40 4,938.16 396.90' El4,814.34 4,847.04 392.69' 23 4,848.77 4,863.47 393.99' El 4,852.52 4,913.93 394.82' 59 4,969.21 4.941.60 396.80' F8 4,813.06 4,875.58 392.06' 24 4.843.77 4,876.97 392.86' 4 4,847.60 4,914.40 394.77' El 4977.65 4946.97 396.80' �g 4,81 1 .66 4.904. 12 391 .41 ' 25 4,843.71 4,878.39 392.82' 43F4,847.28 4,847.28 394.80' El 4,981 .18 4,943.29 396.80' El4,811.41 4,912.11 391.22' 26 4,836.53 4,876.64 392.72' 44 I4,841.54 4,926.48 391.66' 62 l4,981.52 1. 4,948.34 396.70' El4,811.80 4,917.11 391.15' El 4,843.44 4,854.39 392.59' El 1 4,655.23 4.885.35 396.91' El 4,976.60 4,956.08 390.90' El4.810.82 4,925.09 391.08' 28 4.835.24 4,905.17 391.87' El 4,860.18 4,885.57 396.93' El4,821.84 4,847.38 393.2G' 29 4,834.30 4,926.15 391.66' 47 4,854.71 4.897.20 395.92' 14 4,820.55 4.875.92 392.40' 30 4,856.19 4,863.81 396.9I' 48 4,859.65 4,597.42 395.97' 15 4,819.26 4,904.46 391.55' El 4.848.45 4,870.68 393.99' 49 4,854.49 4,902.19 395.82' 16 4.818.32 4,925.43 391.34' 32 4,855.87 4,871.01 396.91' 50 4,902.41 4,559.43 395.87' TOC:394.61' El 4,850.05 4,878.68 392.82' El 4,853.96 4,914.03 394.85' El4,839.49 4,81 I • 14 BOC: 394.08' 4,844.80 4,885. 16 392.62' S2 4,858.91 4,914.25 394.90' F341 CONSTRUCTION NOTES: INSTALL CONCRETE 51DEWALK PER OCITY OF FEDERAL WAY DETAIL 3-12 ON DWG C2.2 FIN15H CONCRETE 51DEWALK PER CITY OF FEDERAL WAY DETAIL 3-3 ON DWG C2.2 INSTALL NEW CEMENT CONCRETE 2 CURB PER CITY OF FEDERAL WAY DETAIL 3-4 ON DWG C2.2 INSTALL METAL HANDRAIL PER CITY OF OFEDERAL WAY DETAIL 3-25 ON DWG C2.3 INSTALL CEMENT CONCRETE 40 PEDE5TRIAN CURB PER W5DOT DETAIL F- 10. 12.03 ON DWG C2.3. INSTALL BOLLARD TYP 2 PER W5DOT O5TD PLAN H60.20.01 ON DWG C2. 1 WITH A REMOVABLE WHITE PLASTIC COVER. INSTALL G" CEMENT CONCRETE SLAB O ON GRADE WITH #4 REBAR Q 18"oc EACH WAY OVER 6" CRU5HED 5URFACING BA5E COUR5E. O7 ACCE551BLE PARKING SPACE PER DETAIL I ON C2.3 hl I Iwv�� SCALE DATE 'UP X CURB 0 N I 0 I 0 ti vOj N CJ +��• Q N O ,C O O O �u� C a1 �l k ao� O s ^ U h w O N o V� O u3 0 om ui 00 C3� w w cr c) ISSUE DATE: 05/02/2017 REVISIONS: PERMIT DOCUMENTS GRADING & DRAINAGE PLAN C2mO PROJECT NO.: 6f"ll` _ ML2 Q) bz H N Q) c\j cf) cu Q) 8 icz i. rz a Q CY) -1 (� L2 Q) en C) Z g V) Lu o oe rf Z) Gulf Ll 1 fid wam [am ne bi Z7 W GO -D, C\l U 10 co u. z 23 ISSUE DATE: 05/02/2017 REVISIONS: PERMIT DOCUMENTS SITE DETAILS C2.1 PROJECT NO.: 716 01, 0 ASPHALT FLUSH W/ TOP OF SIDEWALK 3/8" EXPANSION MATERIAL THRU JOINTS SHALL BE PLACED AT 90° TO FACE OF CURB AND NO MORE THAN 25 FT. APART. v v v v 12" v 6„ PARKING LOT WIDTH VARIES SLOPE 0.02'/FT. BROOM FINISH 112" RADIUS 2" CRUSHED SURFACING TOP COURSE 114" RADIUS (TYP) NOTES: • FORM AND SUBGRADE INSPECTION REQUIRED BEFORE POURING. • CONCRETE SHALL BE TYPE If PORTLAND CEMENT CLASS 3000. • BROOM FINISH SHALL BE PERPENDICULAR TO FACE OF CURB. • JOINTS SHALL BE TROWEL FINISHED, AFTER BROOMING. CEMENT CONCRETE INTEGRAL CURB & WALK SCALE: N.T.5. (TYP) 1 /2" EXPANSION MATERIAL WHERE 4" MIN ABUTTING EXIST. STRUCTURES (TYP) • ALL EDGES AND JOINTS SHALL BE FINISHED. • WHEN CHECKED WITH A 10 FOOT STRAIGHTEDGE, GRADE SHALL NOT DEVIATE MORE THAN 118 INCH, AND ALIGNMENT SHALL NOT VARY MORE THAN 114 INCH. VARIES SIDEWALK I 3/8" EXPANSION JOINT - 1 /2" RADIUS 2% r 4" CONC 2�, '—'— — A' Q. A FOR CURB & GUTTER \\\ 2" CRUSHED SURFACING TOP COURSE USE DETAIL 3-4 VARIES PLANTER STRIP SIDEWALK AS REQUIRED ,— — ,/ 4" CONC. 2% 2% a d d 2% G_ FOR CURB &GUTTER 2" CRUSHED SURFACING TOP COURSE USE DETAIL 3-4 NOTES: 1. FOR JOINTS AND SCORING, SEE FEDERAL WAY STANDARD FOR SIDEWALK SPACING, EXPANSION JOINTS, AND SCORE MARKS. 2. SEE DETAILS 3-6, 3-6A, & 3-7 FOR MINIMUM DEPTH OF CONCRETE THROUGH DRIVEWAY SECTIONS. 3. WHEN CHECKED WITH A 10 FOOT STRAIGHTEDGE, GRADE SHALL NOT DEVIATE MORE THAN 1 /8 INCH AND ALIGNMENT SHALL NOT VARY MORE THAN 1 /4 INCH. 4. CONCRETE SHALL BE CLASS 3000, WSDOT SPEC. 8-14. REV. MAR 2011 DWG. NO. WRY PUBLIC SIDEWALK SECTION 3-12 0 � o Q �1VRY WORKS 0" .02 Ft./FT.* XONFORM TO CROWN OR 0.02 Ff./FT. 6" ;0.05 .2 '."�, y ° :s. r I 1'-6" * NOTE: TOP OF LIP AT DRIVEWAYS. EXPANSION JOINT 0..off-2�F-T./SFr• -� — CEMENT CONCRETE SIDEWALK 2" CRUSHED SURFACING TOP COURSE (CSTC) 1127 � R = 1/2- 1 . SEE DWG. 3-3 FOR JOINT REQUIREMENTS. PAVEMENT yam. 2. ROLL GUTTER TO MATCH POSITIVE SUPERELEVATION. O 3. TO BE USED ONLY AS APPROVED BY THE PUBLIC WORKS DEPT. TOP OF CURB AT APPROACH 7 3/4" CEMENT CONCRETE BARRIER CURB REV: FEB 2011 aPMw PUBLIC DWG. NO. o D traO�� WORKS CURB DETAILS 3-4 NOTES 1. AN EXPANSION JOINT CONSISTING OF 3/8" PRE —MOLDED JOINT MATERIAL SHALL BE PLACED FULL DEPTH AROUND HYDRANTS, POLES, POSTS, AND UTILITY CASTINGS. SEE DETAIL AT RIGHT. 2. AN EXPANSION JOINT CONSISTING OF 3/8" PRE —MOLDED JOINT MATERIAL SHALL BE PLACED IN THE UPPER 2 INCHES OF CURBS AND SIDEWALKS AT 10 FOOT INTERVALS AND AT SIDES OF DRAINAGE INLETS, (JOINT MATERIAL OF 2Y2" DEPTH MAY BE USED IN LIEU OF 2" DEPTH), 3. EXPANSION JOINTS IN SIDEWALK SHALL BE LOCATED SO AS TO MATCH THE JOINTS IN THE CURB AND GUTTER, WHETHER THE SIDEWALK IS ADJACENT TO THE CURB OR SEPARATED BY A PLANTER STRIP. 4. TOOL MARKS, CONSISTING OF 1/4—INCH 'V'—GROOVES SHALL BE MADE IN THE SIDEWALK AT 5 FOOT INTERVALS, INTERMEDIATE TO THE EXPANSION JOINTS. 5. AN EXPANSION JOINT CONSISTING OF 3/8" PRE —MOLDED JOINT MATERIAL SHALL BE PLACED FULL —DEPTH BETWEEN THE CURB AND ADJACENT SIDEWALK. 6. EXPANSION JOINT MATERIAL SHALL CONFORM TO THE REQUIREMENTS OF ASTM D994 (AASHTO M33). 7, MONOLITHIC POURS OF CURB AND SIDEWALK ARE NOT ALLOWED. — — — — — — . . A .PLANTING STRIP.'.'.'.`.'.'.".`.`.`.`- }mo� I� .I. .I . i .I. .I. \ v� I I I I I I /• — — — — — EXPANSION JOINT SEE NOTES AT LEFT / 1/4" DEPTH "V" GROOVE ® MAX. 5' C—C i Ty 6. FULL —DEPTH EXPANSION `.�IoewAix"> JOINT, ONE FOOT AROUND VALVES, •" •`•� HYDRANTS, POLES, ETC. -----I SEE NOTE 1 EXPANSION JOINT �. A I ................................. 2" CST SECTION A —A BROOMED FINISH (TYP.) BROOMED FINISH (TYP.) 3" WIDE, SMOOTH TROWELED PERIMETER (TYP) 3" WIDE, SMOOTH TROWELED PERIMETER (TYP) CONCRETE CURB AND GUTTER SEE CITY STANDARD CEMENT CONCRETE DETAIL DWG. 3-4 1/4" 'V'—GR00 CURB AND GUTTER FULL —DEPTH EXPANSION JOINT BETWEEN SIDEWALK AND CURB AND GUTTER SEE NOTE 5. 'V'—GROOVE �i 1/4" EXPANSION JOINT IN BOTH SIDEWALKf� CURB AND SIDEWALK EXPANSION JOINT IN BOTH ADJACENT SEE NOTE 3 CURB AND SIDEWALK TO CURB SEE NOTE 3. SIDEWALK AND PLANTER STRIP REV FEB 2017 �ev PUBLIC SIDEWALK AND CURB JOINTS DWG. NO. D(SM� W&Y WORKS AND SIDEWALK FINISH 3-3 N O N U-) CO (i7 O O N I— 5 O O N a) �o a) CCD Qm a i I- a) N ate-' O� �U) 0 N I 0 I In O 0 0 ti ;qj v�j N La N .c o (Z) O o C3 U5 �m 0) k -- a o Z no Lc C M O � s NN I. U o � N uj 0 G� O ~h Lu Lu C) ! �� ui O co ui fi ui ce W a LLj Ljj >- D ISSUE DATE: 05/02/201 i REVISIONS: PERMIT DOCUMENTS SITE DETAILS C2m2 PROJECT NO.: L �,0" 0 CEMENT CONCRETE 51 DEWALK 4" WIDE, WHITE PAINT LINE (TYP.) 5PACE SYMBOL 5E DETAIL TH15 SHEET ACCESSIBLE PARKING STRIPING DETAIL SCALE: N.T.S. � �■�■s�■�ettrtaotttttttti■ A .• --- z-- i - - -T- t --- I 1 --- 7------- I -T- 1 --- #4IBAI 1 I io < L 4'-0• MIN. LANDING CONCRETE STEPS PLAN METAL i HANDRAIL SIDEWALK 1 1/2" '. #4 4" IN. #4 BARS ® 1'-7" O.C. SIDEWALK CONCRETE STEPS SECTION A -A 4 -0. MIN. LANDING JOINT fAL CEMI NOTES FOR CONCRETE STEPS: 1. CONCRETE: CEMENT CONCRETE CLASS 3000. 2. ALL STEPS: SAME DIMENSIONS, WITHIN 3/8" MAX. DIFFERENCE. 3. RISERS: 7" MAX., 5" MIN. 4. TREADS: 12" MAX., 11" MIN., WITH TRANSVERSE 0.01 FT./FT. SLOPE. 5. METAL HANDRAIL REQUIRED FOR ALL STAIRWAYS, REGARDLESS OF THE NUMBER OF STEPS. SEE NOTES BELOW. 6. REINFORCING BARS SHALL MEET THE REQUIREMENTS OF ASTM A-615, GRADE 60 AND ARE REQUIRED FOR 4 STEPS OR MORE. 7. MAX. VERTICAL DISTANCE BETWEEN LANDINGS IS 12'. NOTES FOR HANDRAILS: 1. GALVANIZED STEEL OR ALUMINUM (40 GAUGE MIN). 2. 2" O.D. ROUND PIPE. 3. WELDED, WITH SMOOTH SURFACE AND JOINTS. 4. TOP OF GRIPPING SURFACE MUST BE BETWEEN 34" AND 38" ABOVE SIDEWALK. 5. BOLT ALL HANDRAILS TO SIDEWALK WITH 4-BOLT SQUARE WELDED PLATES AS SHOWN. REV. FEB UWG. NU �cnyw Fa OWRY WORKS CONCRETE STEPS AND METAL HANDRAIL 3-25 21 — 0" GRID IS 411 (IN) SQUARE MARKING AREA = 1.41 SQ.FT. ACCESSIBLE PARKING SPACE SYMBOL DETAIL SCALE: N.T.5. A 11 -^ 1A,r MATCH ROADWAY SLOPE 112" (IN) R. ROADWAY -\ MATCH ROADWAY SLOPE 1/2" (IN) R. t- ROADWAY MAN I. FACE OF CURB IN -CURB ACCESSIBLE PARKING SIGN SCALE: N.T.5. - FACE OF CURB VARIES FROM 6" I MAINTAIN 1/2" 1" S 1 1" (IN) ONSIDE OF CURE AV 1/2" (IN) R. /- 1" (IN) R. CH ROADWAY R MATCH R0 14 / OPE 1/2" (IN) R. ----- SLOPE D T 1/2" (IN) ROADWAY 1/2" R. ZO CV LL ` 0------ •D D D, N f— iV v • D io ¢ . D • io FLUSH WITH GUTTER PAN AT CURB RAMP ENTRANCE - 1/2" (IN) VERTICAL 1 - 6 1 _ 611 AT DRIVEWAY ENTRANCE CEMENT CONCRETE ESSED CURB SECTION TRAFFIC CURB AND GUTTER AT CURB RAMPS AND DRIVEWAY ENTRANCES 1/2" (IN) R. I I 1" (IN) R. CEMENT CONCRETE OR 1/211 (i 61 CEMENT CONCRE CURB RAMP, G, D ASPHALT CONCRETE CID ASPHALT DRIVE OR TRA • SIDEWALK OR PATH VARIES FROM R. o D 6" (IN) TO 0" (IN) °---- • D 3/8" (IN) PREMOLDED JOINT FILLER 3/8" (IN) PREMOLDED (WHEN ADJACENT TO CEMENT INT FILLER CONCRETE SIDEWALK) CEMENT CONCRETE PEDESTRIAN CURB C T CONCRETE PED AN CURB AT CURB RAMPS, LANDINGS, AND DRIVEWAY ENTRANCES w a 0 w CE OF CURB FACE OF C w VARIES 12" TO 24" FACE OF C VARIES 6 112" 7 1/4" °D V 10" TO 22" 1" (SEE CONTRACT) 51/2" 1" 3` 4 IN) R. N) R. 1/2" (IN V (IN) ROADWAY v ', ROADWAY D . m ROADWAY . D R De- D. > D D _• • p D D . 8 1 /4" 8 1 /4" i 1 3/4" DUAL -FACED CEMEN CONCRETE TRAFFIC CU MENT CONCRET TRAFFIC CURB 6 1/2" FACE OF 1 1/2"AW R. IF MOUNTABLE CEMENI CONCRETE TRAFFIC CU ROADWAY NOTE 1. See Standard Plan F-30.10 for Curia Expansion and Contraction Joint spacing and see Standard Specification Sections 8-04 and 9-04 for additional requirements. ROADWAY XTRrc� IST J �s"10NAL Barry, Ed May 6 2014 3:31 PM c sh•, CEMENT CONCRETE CURBS STANDARD PLAN F-10.12-03 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION 1 PascoJun 12014 t-.25 PM rst� STATE DESIGN ENGINEER Washington State Department of Transportation wo PERMIT N O . XX-XXXXXX-XX APPROVED DATE N� U O N Lr) :3 (O M O (� O N I- s O O N N O > Nam- O M N U) n O N 0 i C� 0 a v�j N + i Gd 4 N O Cl V),! O o Ld QE — O s U 6 N ��N pOL v 0 M Uj �. E k , C e 0 j; a;4 , Lij 0 Lil I UJI cr LIJ Lai W s .0 �3 w r ISSUE DATE: 05/02/2017 REVISIONS: PERMIT DOCUMENTS SITE DETAILS C2m3 PROJECT NO..' 16010 61 Q) cn 0 L cn 0 U E cl- 0 I 0 N N 0 M 0 n 0 i U Y z / c — a) U � cn cn ry 3 — z U, I � N r O o — o m i X OLn U � z I — o a3 O E� O / E N o x STRUCTURAL NOTES DESIGN LOADS SPECIAL CONDITIONS CURING WELDING ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, AS AMENDED BY THE CITY OF FEDERAL WAY. ROOF SNOW LOAD THE ROOF SNOW LOAD IS DETERMINED USING CHAPTER 7 OF ASCE 7 IN ACCORDANCE WITH IBC SECTION 1608 AND WITH THE FOLLOWING FACTORS: MINIMUM DESIGN LOAD 25 PSF WITHOUT DRIFT Pg = 20 PSF Ce = 1.0 Is 1.0 Ct= 1.2 Pf = 17 PSF SEISMIC LOADS THE SEISMIC FORCE -RESISTING SYSTEM (SFRS) USED TO RESIST EARTHQUAKE AND WIND LOADS IS COMPRISED OF SPECIAL STEEL CANTILEVERED COLUMN DESIGNED ACCORDANCE WITH THE PROVISIONS OF AISC 341 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS". EARTHQUAKE DESIGN IS BASED ON THE EQUIVALENT LATERAL FORCE PROCEDURE IN ASCE 7 SECTION 12.8 WITH THE FOLLOWING FACTORS: SITE CLASS D RISK CATEGORY II SEISMIC DESIGN CATEGORY D Ss = 1.277 g hn = 12 FT S1 = 0.490 g T = 0.23 SECONDS Sds = 0.851 g TL = 6 SECONDS Shc = 0.493 g le = 1.0 R = 2.5 Cs = 0.34 V = BASE SHEAR = 0.7 KIPS WIND LOADS WIND LOAD IS DETERMINED USING CHAPTERS 26-31 OF ASCE 7 IN ACCORDANCE WITH IBC SECTION 1609 WITH THE FOLLOWING FACTORS: RISK CATEGORY II Kzt = 1.0 EXPOSURE CATEGORY B Gcpi = 0 Vult =110 MPH Vasd = 85 MPH DESIGN WIND PRESSURES FOR DETERMINING FORCES ON COMPONENTS AND CLADDING SHALL BE DETERMINED USING CHAPTER 30 OF ASCE 7 IN ACCORDANCE WITH IBC SECTION 1609 BY THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN OF SUCH ELEMENTS, UNLESS NOTED OTHERWISE ON THE DRAWINGS. SOIL LOADS ALLOWABLE SOIL -BEARING PRESSURE RETAINING WALLS 1500 PSF DL + LL 35 PCF (EQUIVALENT FLUID PRESSURE) UNRESTRAINED 55 PCF (EQUIVALENT FLUID PRESSURE) RESTRAINED GENERAL NOTES SUBMITTALS SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO ANY FABRICATION OR CONSTRUCTION FOR ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING: CONCRETE REINFORCEMENT, STRUCTURAL STEEL. IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN. DEFERRED SUBMITTALS PER IBC SECTION 107.3.4.1, DRAWINGS AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN AND SHALL BE SUBMITTED TO THE ARCHITECT AND THE BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. DEFERRED SUBMITTALS INCLUDE BUT ARE NOT LIMITED TO THE FOLLOWING: ENTRY CANOPY GLAZING PRE-ENGINEERED STEEL STAIRS EQUIPMENT ANCHORAGE SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS INSPECTION SPECIAL INSPECTION PER IBC CHAPTER 17 SHALL BE PERFORMED BY AN APPROVED TESTING AGENCY AS INDICATED IN THE STATEMENT OF SPECIAL INSPECTIONS AND TESTING. ALL PREPARED SOIL -BEARING SURFACES SHALL BE INSPECTED PRIOR TO PLACEMENT OF REINFORCING STEEL. CONTRACTOR SHALL VERIFY ALL LEVELS, DIMENSIONS, AND EXISTING CONDITIONS IN THE FIELD BEFORE PROCEEDING. CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES OR FIELD CHANGES PRIOR TO INSTALLATION OR FABRICATION. IN CASE OF DISCREPANCIES BETWEEN THE EXISTING CONDITIONS AND THE DRAWINGS, THE CONTRACTOR SHALL OBTAIN DIRECTION FROM THE ARCHITECT BEFORE PROCEEDING. DIMENSIONS NOTED AS PLUS OR MINUS (±) INDICATE UNVERIFIED DIMENSIONS AND ARE APPROXIMATE. NOTIFY ARCHITECT IMMEDIATELY OF CONFLICTS OR EXCESSIVE VARIATIONS FROM INDICATED DIMENSIONS. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS - DO NOT SCALE DRAWINGS. DIMENSIONS OF EXISTING CONDITIONS MAY BE BASED ON RECORD DRAWINGS AND ARE TO BE FIELD -VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS, EXISTING CONSTRUCTION AND SOIL EXCAVATIONS, AS REQUIRED, AND IN A MANNER SUITABLE TO THE WORK SEQUENCE. TEMPORARY SHORING AND BRACING SHALL NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS AND MATERIALS HAVE ACHIEVED DESIGN STRENGTH. NO REINFORCING BARS IN EXISTING CONSTRUCTION SHALL BE CUT UNLESS DIRECTED TO BY THE ARCHITECT OR AS SHOWN ON THE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. SOILS WALL BACKFILL AND FOOTING SUBGRADE SHALL BE COMPACTED. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALLS AND SUPPORTING SLABS ACHIEVE 28 DAY CONCRETE STRENGTH OR THE WALLS ARE TEMPORARILY BRACED. ALL TOPSOIL ORGANICS AND LOOSE SURFACE SOIL SHALL BE REMOVED FROM BENEATH FILL SUPPORTING CONCRETE SLABS OR PAVING. CONCRETE CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 19. CONCRETE MIXTURES CONCRETE MIXTURES SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: CONCRETE MIXTURES fc (PSI) TEST AGE (DAYS) EXPOSURE CLASS USE 4,000 28 F1 SO WO Cl FOUNDATIONS, CONCRETE WALLS 4,000 28 F2 SO WO Cl SLAB ON GRADE CONCRETE MIXTURES SHALL CONFORM TO THE MOST STRINGENT REQUIREMENTS FOR EXPOSURE CLASSES SPECIFIED IN THE TABLE ABOVE AND ACI 318 TABLE 19.3.2.1. WATER -REDUCING ADMIXTURES MAY BE INCORPORATED IN CONCRETE MIX DESIGNS, BUT SHALL CONFORM TO ASTM C 494, AND BE USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. CaC12 OR OTHER WATER-SOLUBLE CHLORIDE ADMIXTURES SHALL NOT BE USED. WATER/CEMENTITIOUS MATERIALS RATIO SHALL BE MEASURED BY WEIGHT AND SHALL BE BASED ON THE TOTAL CEMENTITIOUS MATERIAL. WATER/CEMENTITIOUS MATERIALS RATIO AND WATER CONTENT SHALL BE DETERMINED BY THE SUPPLIER BASED ON STRENGTH REQUIREMENTS AND SHALL NOT EXCEED THE MAXIMUM WATER/CEMENTITIOUS MATERIAL RATIO AND/OR WATER CONTENT IF SHOWN ABOVE OR IN ACI 318 TABLE 19.3.2.1 FOR THE EXPOSURE CLASSES LISTED. FIELD -MEASURED SLUMP SHALL CONFORM TO THE SUBMITTED CONCRETE MIX DESIGN. TOLERANCE OF SLUMP SHALL CONFORM TO ASTM C 94. ALL CONCRETE SUBJECT TO EXPOSURE CLASSES F1, F2 OR F3 SHALL BE AIR ENTRAINED. AIR -ENTRAINING AGENTS SHALL CONFORM TO ASTM C 260. THE AMOUNT OF ENTRAINED AIR SHALL BE ACCORDING TO ACI 318 TABLE 19.3.3.1 WITH A FIELD TOLERANCE OF ±1.5 PERCENT BY VOLUME. THE AMOUNT OF ENTRAINED AIR SHALL BE MEASURED IN THE FIELD AT THE DISCHARGE FROM THE TRUCK. THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS FOR APPROVAL 2 WEEKS PRIOR TO PLACING ANY CONCRETE. THE MIX DESIGN SHALL BE IN CONFORMANCE WITH ACI 318, CHAPTER 19. THE SUBMITTAL SHALL INDICATE WHERE EACH CONCRETE MIX IS TO BE USED ON THE PROJECT, AS WELL AS THE MAXIMUM AGGREGATE SIZE OF EACH MIX. MAXIMUM AGGREGATE SIZE SHALL BE 3/4". IF THE AIR TEMPERATURE WILL EXCEED 75 DEGREES F WITHIN 48 HOURS OF PLACING CONCRETE, A MOIST CURE SHALL BE APPLIED TO THE CONCRETE FOR A PERIOD OF 36 HOURS AFTER FINISHING CONCRETE SURFACES. REINFORCING STEEL DEFORMED BARS ASTM A 615, GRADE 60 REINFORCING SHALL BE SUPPORTED AS SPECIFIED BY THE PROJECT SPECIFICATIONS AND THE CRSI MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI STANDARD OF PRACTICE AS OUTLINED IN ACI 315, "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT." LAP ALL REINFORCING BARS AS NOTED ON THE DRAWINGS. USE NONSTRUCTURAL SLAB -ON -GRADE WALL BARS: FOOTING NONSHRINK GROUT TOP BARS BOTTOM BARS SIDE BARS COVER MID -DEPTH 1 1/2" �#5 AND SMALLER) 2" #6 AND LARGER) 1 1/2" 2" (#6 AND LARGER WHERE EXPOSED TO EARTH OR WEATHER) 3" (CAST AGAINST EARTH) 2" BASE PLATE GROUT SHALL BE NONSHRINK TYPE WITH MINIMUM fc = 8,000 PSI. STRUCTURAL STEEL REFERENCE SPECIFICATIONS STRUCTURAL STEEL AISC 360 - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS HIGH STRENGTH BOLTS RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS WELDING AWS D1.1, TYPICAL AWS D1.8 FOR SUPPLEMENTAL SEISMIC PROVISIONS AWS PREQUALIFIED JOINT DETAILS WELDER CERTIFICATION AMERICAN WELDING SOCIETY (AWS) WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) STEEL MATERIALS PLATES (PL), BARS ANGLES (L), CHANNELS (C AND MC) STRUCTURAL TUBES (HSS) STRUCTURAL BOLTS ANCHOR RODS THREADED RODS WELDING ELECTRODES ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS, AND SHALL BE PERFORMED BY AWS-WABO-CERTIFIED WELDERS. ONLY WELDS THAT ARE PREQUALIFIED, AS DEFINED BY AWS, OR QUALIFIED BY TESTING SHALL BE USED. SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. WELDS SHOWN ON THE DRAWINGS ARE MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES BASED ON THICKNESS. MINIMUM WELD SIZE SHALL BE 3/16-INCH, UNLESS NOTED OTHERWISE. THE WELDS SHOWN ARE FOR THE FINAL CONNECTIONS. FIELD WELD SYMBOLS ARE SHOWN WHERE FIELD WELDS ARE REQUIRED BY THE STRUCTURAL DESIGN. WHERE FIELD WELD IS NOT INDICATED, THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING IF A WELD SHOULD BE SHOP OR FIELD -WELDED IN ORDER TO FACILITATE THE STRUCTURAL STEEL ERECTION. WELDING OF THE SEISMIC FORCE -RESISTING SYSTEM SHALL BE EXECUTED IN ACCORDANCE WITH THE PROVISIONS OF AWS D1.8 "STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT". WELDS ASSOCIATED WITH THE SEISMIC FORCE -RESISTING SYSTEM ARE IDENTIFIED WITHIN THESE DRAWINGS AS FOLLOWS: NOTE WITHIN WELD TAIL D1.8 INDICATES WELDS SUBJECT TO REQUIREMENTS OF D1.8 D1.8-DCW INDICATES DEMAND CRITICAL WELDS SUBJECT TO ADDITIONAL SPECIFIC REQUIREMENTS WITHIN D1.8 THE LOWEST ANTICIPATED SERVICE TEMPERATURE IS 10 DEGREES FAHRENHEIT FOR DETERMINATION OF REQUIRED CHARPY V-NOTCH TOUGHNESS LEVEL. DRAWING LIST S1.0 STRUCTURAL NOTES AND DRAWING LIST ASTM A 36 TYPICAL, ASTM A 36 S1.1 STRUCTURAL SYMBOLS AND ABBREVIATIONS ASTM A 500, GRADE C S1.2 STATEMENT OF SPECIAL INSPECTIONS ASTM A 325 ASTM F 1554, GRADE 36 52.1 PLANS UNLESS NOTED OTHERWISE s2.2 DETAILS ASTM A 36, UNO 70 KSI, LOW HYDROGEN, TYPICAL STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL CONFORM TO THE REQUIREMENTS OF IBC CHAPTER 22. ALL MEMBERS ARE TO BE ERECTED WITH NATURAL MILL CAMBER OR INDUCED CAMBER UP, UNLESS OTHERWISE NOTED ON THE PLANS. SUBSTITUTION OF MEMBER SIZES OR STEEL GRADE WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL BY THE ARCHITECT. A MINIMUM OF TWO BOLTS IS REQUIRED FOR ALL BEAM CONNECTIONS. ALTERNATIVE CONNECTIONS TO THOSE SHOWN ON THESE DRAWINGS WILL REQUIRE PRIOR APPROVAL BY THE ARCHITECT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS AND JOINT PREPARATIONS THAT INCLUDE, BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES AND OTHER AIDS, WELDING PROCEDURES, REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, SURFACE ROUGHNESS VALUES, AND UNEQUAL PARTS. GALVANIZING STRUCTURAL STEEL AND CONNECTIONS, INCLUDING PLATES AND OTHER STEEL ITEMS EMBEDDED IN CONCRETE, WHICH ARE EXPOSED TO WEATHER AND NOT TO BE PAINTED SHALL BE HOT -DIPPED GALVANIZED AFTER FABRICATION IN COMPLIANCE WITH ASTM A 123. ALL FIELD WELDS ON GALVANIZED MATERIAL SHALL BE COATED WITH BRUSH APPLIED ZINC- RICH PAINT. N L CV N Lo = CD C6 (6 O uj < 04 C U)o m� . Qrn !E N � o� a� U) IN 38538 o��s orraE i 0 O E do, W� 0 u Q < c°Na L N 03 r-iLnN3 H Q � WW �o Z O LI m �UU) � Q Q Z � 0 W W V ) TZ W cl� WSW 2 0�ry O WN O00 LL Z ISSUE DATE: 05/02/2017 REVISIONS: PERMIT DOCUMENTS STRUCTURAL NOTES AND DRAWING LIST siso PROJECT NO.: 16010 a 0- 0 N N 0 I 0 N N O a STRUCTURAL DRAWING SYMBOLS STRUCTURAL ABBREVIATIONS 10 GRID BUBBLE AB ANCHOR BOLT IE INVERT ELEVATION ADD'L ADDITIONAL IF INSIDE FACE ADH ADHESIVE IN INCH UNDISTURBED SOIL, COMPACTED SOIL, ADJ ADJUSTABLE INFO INFORMATION BACKFILL, OR ANY PREPARED AESS ARCHITECTURALLY EXPOSED INT INTERIOR SUBGRADE. STRUCTURAL STEEL JST JOIST PLAN AFF ABOVE FINISH FLOOR JT JOINT AGG AGGREGATE K KIP (1,000 LBS.) NORTH ANCH ANCHOR KSF KIPS PER SQUARE FOOT ARCH ARCHITECTURAL LF LINEAL FOOT ARD ADHESIVE REINFORCING DOWEL LFH LONG FACE HORIZONTAL B/ BOTTOM OF LLH LONG LEG HORIZONTAL NORTH ARROW BLDG BUILDING LLV LONG LEG VERTICAL BLKG BLOCKING LP LOW POINT BM BEAM LSL LAMINATED STRAND LUMBER BN DIAPHRAGM BOUNDARY NAILING LVL LAMINATED VENEER LUMBER Du BOTTOM MAX MAXIMUM BRG BEARING MECH MECHANICAL A BSMT BASEMENT MFR MANUFACTURER S2.1 STANDARD SECTION CUTS BTWN BETWEEN MIN MINIMUM BUR BUILT-UP ROOF MISC MISCELLANEOUS C CAMBER MOM MOMENT 1001-01, CAP CAPACITY NIC NOT IN CONTRACT /- SPOT ELEVATION: TOP OF CONCRETE CC CENTER TO CENTER NO NUMBER r TOP OF STEEL CDF CONTROLLED DENSITY FILL NOM NOMINAL CIP CAST -IN -PLACE NS NEAR SIDE T/SLAB CJ CONSTRUCTION OR CONTROL JOINT NS NONSHRINK REFERENCE ELEVATION. REFER TO CJP COMPLETE JOINT PENETRATION NTS NOT TO SCALE PLAN UNLESS NOTED OTHERWISE. CL CENTERLINE OC ON CENTER CLG CEILING OD OUTSIDE DIAMETER -I PARTIAL HEIGHT CONCRETE WALL CLR CLEAR OF OUTSIDE FACE CMU CONCRETE MASONRY UNIT OPNG OPENING COL COLUMN OPP OPPOSITE Z 0 O STEEL COLUMN ABOVE OR PASSING CONC CONCRETE P POST THRU THIS LEVEL CONN CONNECTION PAF POWER ACTUATED FASTENER CONST CONSTRUCTION PC PIECE - -- �- CONT CONTINUOUS PC PILE CAP STEEL COLUMN BELOW THIS LEVEL CONTR CONTRACTOR PEN PENETRATION COORD COORDINATE PJP PARTIAL JOINT PENETRATION STEEL IN CROSS SECTION CTR CENTER PL PLATE CY CUBIC YARD PL PROPERTY LINE DB DIVIDER BEAM PLWD PLYWOOD DBA DEFORMED BAR ANCHOR PNL PANEL DBL DOUBLE PSF POUNDS PER SQUARE FOOT DCW DEMAND CRITICAL WELD PSI POUNDS PER SQUARE INCH DEMO DEMOLISH PT POST -TENSIONED DIET DETAIL PT PRESSURE TREATED DF DOUGLAS FIR PWT PREFABRICATED WOOD TRUSS DIA DIAMETER R RADIUS DIAG DIAGONAL RD ROOF DRAIN DKG DECKING REINF REINFORCING DN DOWN REM REMAIN(DER) DO DITTO REQ'D REQUIRED DWF DEFORMED WIRE FABRIC RND ROUND DWG DRAWING RO ROUGH OPENING DWL DOWEL RTN RETURN EA EACH SC SLIP CRITICAL EF EACH FACE SCHED SCHEDULE EL ELEVATION SDCI ELECT ELECTRICAL ELEV ELEVATOR SDQ SPECIAL DUCTILE QUALITY EN PANEL EDGE NAILING SECT SECTION EQ EQUAL SFRS EQUIP EQUIPMENT SHT SHEET ES EACH SIDE SHTG SHEATHING EW EACH WAY SIM SIMILAR EX EXISTING SOG SLAB -ON -GRADE EXP EXPANSION SP SPACE EXT EXTERIOR SPEC SPECIFICATION F FAHRENHEIT SQ SQUARE FD FLOOR DRAIN SS STAINLESS STEEL FDN FOUNDATION ST SUSTAINED TENSION ANCHOR FF FINISH FLOOR STD STANDARD FIN FINISH STIFF STIFFENER FLG FLANGE STIRR STIRRUP FLR FLOOR STL STEEL FOB FACE OF BUILDING STRUCT STRUCTURAL FS FAR SIDE SUPP SUPPORT FT FEET SYM SYMMETRICAL FTG FOOTING T&B TOP AND BOTTOM GA GAUGE T&G TONGUE AND GROOVE GALV GALVANIZED T/ TOP OF GB GRADE BEAM TB TABLE GEN GENERAL THK THICKNESS) GL GLUED LAMINATED TIMBER THRU THROUGH GOVT GOVERNMENT TRANS TRANSVERSE GR GRADE TYP TYPICAL GWB GYPSUM WALL BOARD UNO UNLESS NOTED OTHERWISE HF HEM -FIR UT ULTRASONIC TESTING HGR HANGER VERT VERTICAL HK HOOK VIF VERIFY IN FIELD HORIZ HORIZONTAL W/ WITH HP HIGH POINT W/O WITHOUT HSS HOLLOW STRUCTURAL SECTION WD WOOD IBC INTERNATIONAL BUILDING CODE WHS WELDED HEADED STUD ID INSIDE DIAMETER WL WATER LINE WP WORK POINT N L N V i O � L� (6u� 04 M. o N (D �o a) o Q� s- � a� N oco U) SIN -, 38638 ��ss oxa L��i 0 0 v .3 �0 E 0 cu O) N V N Y � y o3 � N N 3 WW I- O Z O co w O �UU) Lu >Q z W JYW W Of Wow �~O W N O LL Z cy) ISSUE DATE: 05/02/2017 REVISIONS: PERMIT DOCUMENTS STRUCTURAL SYMBOLS AND ABBREVIATIONS Simi PROJECT NO.: 16010 E cc N N 0 I 0 N N O 0 Mi a� 0 0 n N cn I U z 0 a� U � a� cn J z co N 0 � o o - o m x O r r__ z i - o v O E a� o x n STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING (2012 TABLE 2 - REQUIRED STRUCTURAL SPECIAL INSPECTIONS INSPECTION SYSTEM OR MATERIAL IBC CODE CODE OR STANDARD FREQUENCY (NOTE 6) REMARKS REFERENCE REFERENCE CONTINUOUS PERIODIC FABRICATION WHERE FABRICATION OF STRUCTURAL, LOAD -BEARING OR LATERAL LOAD -RESISTING MEMBERS OR ASSEMBLIES IS BEING PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION INSPECTION IN FABRICATION SHOP 1704.2.5 _ _ - OF THE FABRICATED ITEMS SHALL BE AS REQUIRED BY TABLE 2 AND AS REQUIRED ELSEWHERE IN THE STATEMENT OF SPECIAL INSPECTIONS. REFERENCE SECTION 1704.2.5.1 FOR APPROVED FABRICATOR... CONCRETE INSPECT REINFORCEMENT, INCLUDING TB 1705.3(1) 1705.3 ACI 318: 20, 25.2-25.3, 26.6.1-26.6.3, 26.8, - X TOLERANCE AND REINFORCING PLACEMENT EMBEDMENTS AND VERIFY PLACEMENT. 1908.4 26.13.3 PER ACI 318: 26.6 TB 1705.3(5) VERIFY USE OF REQUIRED DESIGN MIX. 1705.3 1904 AC1318:19, X 1908.2 26.4.3-26.4.4, 26.13.3 1908.3 PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM TB 1705.3(6) ASTM C 172 SLUMP AND AIR CONTENT TESTS, AND 1908.10 ASTM C 31 X - - DETERMINE THE TEMPERATURE OF THE ACI 318: 26.4, 26.12 CONCRETE. VERIFY CURING METHOD AND DURATION OF - ACI 318: 26.13.3.3(b) - X - CURING FOR EACH MEMBER. INSPECT FORMWORK FOR SHAPE, LOCATION TB 1705.3(12) AND DIMENSIONS OF THE CONCRETE MEMBER 1705.3 ACI 318: 26.11.1.2(b) - X - BEING FORMED. STEEL INSPECTION TASKS PRIOR TO WELDING: WELDING PROCEDURE SPECIFICATIONS X (WPS) AVAILABLE MANUFACTURER CERTIFICATIONS FOR X WELDING CONSUMABLES AVAILABLE MATERIAL IDENTIFICATION (TYPE/GRADE) X - - WELDER IDENTIFICATION SYSTEM X - - FIT -UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY): JOINT PREPARATION, DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL), X - - CLEANLINESS (CONDITION OF STEEL SURFACES), TACKING (TACK WELD AISC 360: TB N5.4-1 QUALITY AND LOCATION), BACKING TYPE 1705.2 AISC 360: N5.4 AND FIT (IF APPLICABLE) CONFIGURATION AND FINISH OF ACCESS X _ - HOLES FIT -UP OF FILLET WELDS: DIMENSIONS (ALIGNMENT, GAPS AT ROOT), CLEANLINESS (CONDITION OF STEEL SURFACES), TACKING (TACK WELD X - - QUALITY AND LOCATION), BACKING TYPE AND FIT (IF APPLICABLE) CHECK WELDING EQUIPMENT - - FABRICATOR OR ERECTOR SHALL OBSERVE INSPECTION TASKS DURING WELDING: USE OF QUALIFIED WELDERS X - - CONTROL AND HANDLING OF WELDING CONSUMABLE& PACKAGING, EXPOSURE X - - CONTROL NO WELDING OVER CRACKED TACK X WELDS ENVIRONMENTAL CONDITIONS: WIND SPEED WITHIN LIMITS, PRECIPITATION X - AND TEMPERATURE 1705.2 AISC 360: TB N5.4-2 WPS FOLLOWED: SETTINGS ON WELDING EQUIPMENT, TRAVEL SPEED, SELECTED AISC 360: N5.4 WELDING MATERIALS, SHIELDING GAS TYPE/FLOW RATE, PREHEAT APPLIED, X - - INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.), PROPER POSITION (F, V, H, OH) WELDING TECHNIQUES: INTERPASS AND FINAL CLEANING, EACH PASS WITHIN X PROFILE LIMITATIONS, EACH PASS MEETS QUALITY REQUIREMENTS INSPECTION TASKS AFTER WELDING: WELDS CLEANED X - - SIZE, LENGTH AND LOCATION OF WELDS - X - WELDS MEET VISUAL ACCEPTANCE CRITERIA: CRACK PROHIBITION, WELD/BASE-METAL FUSION, CRATER - X - CROSS SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY 1705.2 AISC 360: TB N5.4-3 AISC 360: N5.4 ARC STRIKES - X - K-AREA - X - BACKING REMOVED AND WELD TABS _ X _ REMOVED (IF REQUIRED) REPAIR ACTIVITIES - X DOCUMENT ACCEPTANCE OR REJECTION _ X _ OF WELDED JOINT OR MEMBER STEEL (CONT� INSPECTION TASKS PRIOR TO BOLTING: MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS - X - FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS X - - PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF THREADS ARE TO BE X - - EXCLUDED FROM SHEAR PLANE) PROPER BOLTING PROCEDURE FOR JOINT DETAIL AISC 360: TB N5.6-1 X - - CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE 1705.2 AISC 360: N5.6 CONDITION AND HOLE PREPARATION, IF X SPECIFIED, MEET APPLICABLE REQUIREMENTS PRE -INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AND DOCUMENTED FOR X FASTENER ASSEMBLIES AND METHODS USED PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER X FASTENER COMPONENTS INSPECTION TASKS DURING BOLTING: FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS (IF REQUIRED) ARE X - - POSITIONED AS REQUIRED JOINT BROUGHT TO SNUG -TIGHT CONDITION PRIOR TO THE X PRETENSIONING OPERATION 1705.2 AISC 360: 5 N5.6-2 N AISC 360: .6 FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM X ROTATING FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING X SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES TABLE 3 - REQUIRED STRUCTURAL TESTING TESTING SYSTEM OR MATERIAL IBC CODE CODE OR STANDARD FREQUENCY REMARKS REFERENCE REFERENCE I CONTINUOUS IPERIODIC CONCRETE ONE SAMPLE FOR EA 150 COMPOSITE SAMPLES ASTM C 172 CY NOR LESS THAN 5,000 SQ FT OF SLABS AND OBTAIN WHEN FRESH CONCRETE IS PLACED ACI 318: 26.12 WALLS, ONE SET PER DAY FOR EACH MIX DESIGN USED MIN EACH SAMPLE: (NOTE 8) REFER TO GENERAL NOTES FOR CONCRETE STRENGTH, LINO 1903 ASTM C 39 3 CYL -TEST AGE TEST AGE. FOR 6 BY 12-INCH CYLINDERS, 2 ACI 318: 26.12 1 CYL - HOLD CYLINDERS ATTEST AGE IS PERMITTED. 1705.3 ONE TEST PER CYL = CYLINDER AT POINT OF PLACEMENT CONCRETE SLUMP ASTM C 143 COMPOSITE SAMPLE CONCRETE AIR CONTENT ASTM C 231 ONE TEST PER MIN ONE PER DAY COMPOSITE SAMPLE CONCRETE TEMPERATURE ASTM C 1064 ONE TEST PER ONE TEST PER HOUR WHEN AIR TEMP IS COMPOSITE SAMPLE BELOW 40 DEG F OR ABOVE 80 DEG F STEEL RADIOGRAPHIC (RT) RT- AWS D1.1: 6.16 MAGNETIC PARTICLE (MT) AND ULTRASONIC (UT AISC 360 N5.5 MT- AWS D1.1: 6.14.4 PER DRAWINGS ALL CJP WELDS IN MATERIALS 5/16" OR TESTING OF WELDS UT- AWS D1.1: 6.13 & GREATER REQUIRE UT TESTING 6.14.3 STATEMENT OF SPECIAL INSPECTION AND TESTING NOTES: 1. SPECIAL INSPECTIONS SHALL CONFORM TO CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE (IBC) AND THE REFERENCE CODES AND STANDARDS LISTED IN NOTE 2. REFER TO TABLES 1 AND 2 FOR SPECIAL INSPECTION AND TABLES 3 AND 4 FOR TESTING REQUIREMENTS. 2. REFERENCE CODES AND STANDARDS ARE AS FOLLOWS: IBC 2015 ACI 318-14 AISC 360-10 341-10 RCSC 2009 3. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED QUALIFIED TESTING AND INSPECTING AGENCY MEETING THE REQUIREMENTS OF ASTM E 329 (MATERIALS), ASTM D 3740 (SOILS), ASTM C 1077 (CONCRETE), ASTM A 880 (STEEL), AND ASTM E 543 (NON-DESTRUCTIVE). THE TESTING AND INSPECTING AGENCY SHALL FURNISH TO THE ARCHITECT A COPY OF THEIR SCOPE OF ACCREDITATION. SPECIAL INSPECTORS SHALL BE CERTIFIED BY THE BUILDING OFFICIAL. WELDING INSPECTORS SHALL BE QUALIFIED PER SECTION 6.1.4.1.1 OF AWS D1.1. AND WABO 4. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE INSPECTION REPORTS. ISSUES REQUIRING IMMEDIATE CORRECTIVE ACTIONS OR ENGINEERING INPUT ARE TO BE BROUGHT TO THE ENGINEER'S ATTENTION IMMEDIATELY UPON DISCOVERY. 5. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, ARCHITECT, CONTRACTOR, AND OWNER. THE TESTING AND INSPECTING AGENCY SHALL SUBMIT A FINAL REPORT STATING THAT THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED AND IS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THAT ALL DISCREPANCIES NOTED IN THE INSPECTION REPORTS HAVE BEEN CORRECTED. 6. CONTINUOUS SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK TO BE INSPECTED IS BEING PERFORMED. PERIODIC SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT WHERE THE WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED. 7. OBSERVE: OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS. PERFORM: PERFORM THESE TASKS FOR EACH ELEMENT. 8. INDICATED CONCRETE TESTING MEETS MINIMUM REQUIREMENTS FOR STRUCTURAL TESTING TO BE PROVIDED BY THE APPROVED QUALIFIED TESTING AND INSPECTING AGENCY. ADDITIONAL TESTING FOR CONSTRUCTION CONSIDERATIONS ARE NOT INDICATED AND SHALL BE DETERMINED BY THE CONTRACTOR AND PROVIDED AT CONTRACTOR'S EXPENSE. i" _ I NG -an-1 38538 0 0 a, �rq 60 E 0' o N Q < n C. 'n� 03 o m � N to H QW Ww Z O 00 F W 0-) �UU) Q Q z 0 W Jew U) _ W W-rW Q F- W O O00 N LL Z cyy3 ISSUE DATE: 05/02/2017 REVISIONS: PERMIT DOCUMENTS STATEMENT OF SPECIAL INSPECTIONS Sl m2 PROJECT NO.: 16010 a� 0 cn J cn a� L- c 0 0 a� — co 0 Q ~ U w E W (/") N O N O o i N � N � O cn T I 0 0 0 T 0 n 0 7 0 w N UPI L-Lj U C/) x U c z a� — C J QJ J U Q T x aD o x � x U z z I m ro U O Y O O N Ln N I o a; O E � C a 0 x DRILL AND EPDXY 3/4" Ox1'-4" SMOOTH DOWELS @ 12" OC, 6" _ EMBED TO EX BUILDING SLAB WITH HILTI HY-200 I EPDXY. GREASE END I OF DOWEL IN NEW SLAB ON GRADE — I I �ry(-V THICKEN SLAB EDGE TO 12" AT / EX BUILDING / I I I / 1 / co EX BUILDING s22 J, j" z EA U 0 �K co z w0 U� N � Q N a W U) 6" SLAB ON GRADE, REINF W/ #4 @ 15" OC STEEL STAIR, BIDDER DESIGNED RETAINING WALLS. FOR RETAINED HEIGHT 5 T-6", USE E1 FOR RETAINED HEIGHT 54'-0", USE E2 LOADING DOCK FOUNDATION PLAN 1/4"=1'-0" 7'-6" AFF EX BUILDING GLASS ROOF, BIDDER DESIGNED, SEE ARCH DWGS FOR ADDITIONAL INFO PLAN NOTES: 1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. 2. DO NOT UNDERMINE EXISTING BUILDING FOUNDATIONS, CONTACT ARCHITECT IF NEW FOUNDATIONS CONFLICT WITH EXISTING FOUNDATIONS PRIOR TO PERFORMING THE WORK. ING A 38538 0 0 a� vo E O a' Zq a 4 N +, �3 �4 °u UJ W I— o Z o co 1 W a) �U� }" Q z 0 W UJ V ) W WSW 2 ~ o WN Oco LLzcn ISSUE DATE: 05/02/2017 REVISIONS: PERMIT DOCUMENTS PLANS S2ml PROJECT NO.: 16010 ct) F- ff-) ff') cll� CD cl�j C-IT C) >1 C'-J cn I -< >< >� (�:) m x M cll� F x 1-0 c) Es --,- 3�: CD Cl-4 Ln C--� E 0 4D- >< HSS PER WASHER CL HSS NOTES: 1. PROVIDE I" MIN NON -SHRINK GROUT BELOW BASE PLATE. BASE PLATE DETAIL ED W/ OR I iv.- 1 1/2" ROD PROJECTION 3fl= 1 I -Off CHAMFER CORNERS TIWALL PER ARCH T/GRADE 2" AT El, CENTER Lu W VERTS AT E2 < 8" CONCRETE WALL 1? 9 F- ;;1- #5 @ 12" OC HORIZ El: #5 @ 8" OC VERT T/GRADE E2: #5 @ 12" OC VERT z #5 @ 12" OC (09 8" CONCRETE WALL #5 @ 12" OC HORIZ & VERT,VERTS CENTERED B/FTG #5 12" OC GUARDRAIL CONN PER J/S2.2 CHAMFER CORNERS 0,//l /TMALL T/GRADE z CD 9 9 SECTION AT STAIR GUARDRA 3/4"=l 1-011 SLAB PER PLAN 0 81, #4 @ 12" OC T/SLAB B/FTG X X B/FTG g/ #4 CONT T-6" AT El, �1'-6" A� El L 'T-0" AT E2 T-6" AT E2 NOTE: FOOTINGS THAT OVERLAP MAY BE COMBINED. —YE SECTION AT RETAINING WALL_ (E 1 2 3/4"=l'-O" CF SIDEWALK SLAB PER CIVIL 8" CONCRETE WALL #5 L @ 12" OC VERT, CENTER IN WALL B/FTG #5 12" OC �zlli +— GUARDRAIL PER ARCH DRAWING #5 @ 12" OC HORIZ CHAMFER CORNERS PL 1/2x7xO'-7" W/(4) 5/8"Ox4" SIMPSON STRONG BOLT 2, GALV, 4" SPACING TMALL plu� PER ARCH T/GRADE 9 SECTION AT GUARDRAIL 3/411=11-011 I 8" CONCRETE WALL 00 L N #5 @ 12" OC, /007\� HORIZ & VERT, VERTS CENTERED #4 @ 12" OC T&B, EW IL EMBED AT DOCK RAMP PER MFR REQ'TS, AT Sim Lbt Lbt CORNERBAR riuur%b NuuK15 PLAN VIEW END BAR L] __j MC �ON�C R�E �TE �W �AL �LD�E T�A I �LS� (�C N CHAMFER CORNERS 8" CONC WALL, TYP,UNO z> TANALL PER ARCH #5 @ 12" OC HORIZ & VERT, TYP AT 8" WALL, VERTS T/PAVING OR CENTERED T/GRADE (09 >\n 5'-6" NOTE: LOADING DOCK FOOTINGS THAT OVERLAP MAY BE COMBINED. SECTION AT LOADING DOCK 3/4"=l'-O" C6 T/STEEL W, 01 1/2'10 MAX 6 WEB OPENING aj--wil wo SECTION AT DRAIN T/STEEL 2-12 L2x2xl/4x CONT GLAZING SUPPORT, LOCATE PER GLAZING SUPPLIER REQ'TS ICAL CANOPY SECTION TYP CANOPY DETAILS, 1 1/2"=l'-O" SLOPE TO DRAIN #4 12" OC T&B, EW HSS PER PLAN, OMIT AT SIM D1.8� 1/4 16" CONC WALL, ADJACENT TO ENTRY #5 @ 12" OC EF VERT - 9 �o #5 @ 12" OC EF HORIZ SECTION AT 1-011 3/4"=l C6 PL 3 1/4x3 1/4 1/2" T/S' GAP 110, 1/4 HSS BELOW CL CN G/2P A CL A -A C6, MITER AT CORNER PP,FLAN( AND WEB PLAN NOTES: 1. ALL WELDS TO BE AESS. FOOTING DRAIN PLANTER CANOPY DETAIL 1 1/2'1=11-011 SECTION A -A EMBED PL 5/8x6xO'-6" W/(4) #4x2'-O" WELDED A706 REBAR, SPACED 4", OMIT AT SIM - TYP 5/167� T/SLAB C? B/FTG fc 4,000 psi fy 60,000 psi SIZE Ld Ldt Lb Lbt Ldh #4 19(28) 25(37) 25(37) 32(48) 9 #5 24(36) 31(46) 31(46) 40(60) 12 #6 28(43) 37(55) 37(55) 48(72) 14 #7 42(62) 54(81) 54(81) 70(105) 17 #8 47(71) 62(92) 62(92) 80(120) 19 #9 54(80) 70(104) 70(104) 90(136) 21 #10 60(90) 78(117) 78(117) 102(153) 24 #11 167 (100) 87(130) 87(130) 113(170) 27_ UATI-TS w MIN I rol IV, NOTES: 1 . USE THE LENGTHS IN THIS SCHEDULE, UNLESS NOTED OTHERWISE. 2. USE LENGTH IN () WHEN BAR COVER IS db OR LESS OR BAR CLEAR SPACING IS 2db OR LESS. 3. A TOP BAR IS A HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE CAST BELOW IT. db = BAR DIAMETER Ld = TENSION DEVELOPMENT LENGTH Ldt = TENSION DEVELOPMENT LENGTH FOR A TOP BAR Lb = CLASS B LAP SPLICE LENGTH, 1.3 Ld Lbt = CLASS B LAP SPLICE LENGTH FOR A TOP BAR, 1.3 Ldt Ldh = TENSION DEVELOPMENT LENGTH FOR A STANDARD HOOK DEVELOPMENT & SPLICE LENGTH SCHEDULE & ABBREVS. NO SCALE SIDEWALK SLAB PER CIVIL 21-011 1" DEEP CONTROL SEE ARCH DWGS FOR JOINT STAIR DIMENSIONS AND FINISH ..t� /F #4 NOSING BAR IDES EX SLAB T/EX SLA EX FOOT�l B/EX FOC SEAL FIELD VE M SIDEWALK SLAB .7 PER CIVIL #4 @ 12" OC EW ADDITIONAL BAR AT BEND IN TRANSVERSE BARS STAIR ON GRADE DETAIL — NO SCALE ON AT ENTRY 10TING R PLAN N ING L VAL 0 0 E co a) < eoqo < In = 4- Ln fq w aj k6 0 U) UJ w I- C) Z c) 00 U) w z 0 �e mi LU < w w 9 w Lu 3: r w uj 0 00 U. z CIO REVISIONS: PERMIT DOCUMENTS DETAILS S2m2 PROJECT NO.: 7T601 0] SALUS ARCHITECTURE INC. 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