The URL can be used to link to this page

Plans (8) BUP2O17 -00178 BUP2O17 - 00179 • DESIGN LOADS STRUCTURAL ABBREVIATIONS STRUCTURAL DRAWING SYMBOLS GENERAL LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS USED. DESIGN FOR MECHANICAL LOADS INCLUDES CONCRETE ANCHORS ,- ID INSIDE DIAMETER THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK ONLY THOSE INDICATED ON STRUCTURAL DRAWINGS. THE FOLLOWING ARE THE DESIGN REQUIREMENTS: ALL CAST IN PLACE ANCHOR BOLTS SHALL BE SECURELY TIED IN THEIR FINAL POSITION PRIOR TO PLACING ' OE # NUMBER OR POUNDS IN INCH NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS. SHOULD CONCRETE (WET-SETTING OF ANCHOR BOLTS IS NOT PERMITTED). ANCHOR RODS SHALL CONFORM TO , ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR ASTM F1554 GRADE 36. AB ANCHOR BOLT INT INTERIOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE STRUCTURAL DESIGN CRITERIA y[ ,�,r ACI AMERICAN CONCRETE INSTITUTE PROJECT. THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND RISK CATEGORY II ALL HEADED STUD ANCHORS (HSA) SHALL CONFORM TO THE REQUIREMENTS OF AWS 01.1, TYPE B, AND r� - P H A R T ADDL ADDITIONAL JST JOIST All -- FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION ASTM A108. DEFORMED BAR ANCHORS (DBA) SHALL CONFORM TO ASTM A1064. ALL HSA AND DEA S�'P,LL BE community planning DETAIL REFERENCE ADJ ADJACENT JT JOINT THEREOF. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS _ _ _ WELDED WITH AUTOMATIC STUD WELDING EQUIPMENT PER THE RECOMMENDATIONS OF THE STUD AND architecture AESS ARCHITECTURALLY EXPOSED STRUCTURAL DURING CONSTRUCTION. DESIGN DEAD LOADS EQUIPMENT MANUFACTURER, UNLESS OTHERWISE SPECIFIED. 2555 WALNUT STREET STEEL K KIP(S) (1,000 POUNDS) DENVER,COLORADO 60205 KS] KIPS PER SQUARE INCH ROOF 15 PSF www kephart corn AFF ABOVE FINISH FLOOR THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS POST INSTALLED CONCRETE ANCHORS SHALL CONSIST OF THE FOLLOWING UNLESS NOTED OTHERWISE: AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION (1) IOTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR FLOOR 27 PSF EXPANSION BOLTS: HILTI KWIK BOLT TZ ALT ALTERNATE L, 2L ANGLE OR DOUBLE ANGLE $ DETAIL SECTION CUT CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS, DIRECTION AND RELATED WALLS 8 PSF SCREW ANCHORS: HILT] KWIK HUS-EZ ALUM ALUMINUM LF LINEAR FOOT EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, WORKMEN AND OTHER PERSONS AND PROPERTY ---- ADHESIVE ANCHORS: HILTI HIT-HY 200 APA AMERICAN PLYWOOD ASSOCIATION LL LIVE LOAD DURING CONSTRUCTION- THE CONTRACTOR SHALL, AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED POWDER ACTUATED FASTENERS: HILTI X-U 27 (1" EMBEDMENT) ARCH ARCHITECTURAL LLBB LONG LEGS BACK TO BACK PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND FLOOR LIVE LOAD ASTM AMERICAN SOCIETY FOR TESTING AND LLH LONG LEG HORIZONTAL INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR FLOORS RESIDENTIAL I 40 PSF ALL POST INSTALLED CONCRETE ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE lit MATERIALS LLV LONG LEG VERTICAL BUILDING OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A WORKMANLIKE ( ) MANUFACTURER'S INSTALLATION CRITERIA AND PER THE CURRENT ICC EVALUATION REPORT. ASSY ASSEMBLY LONG LONGITUDINAL ' WALL SECTION MANNER AT THE CONTRACTOR'S EXPENSE. BALCONY 40 PSF ATR ALL THREAD ROD LVL LAMINATED VENEER LUMBER Mr CUT CORRIDOR/EXIT WAYS 100 PSF OR 2,000 LB NON-SHRINK GROUT MI ATRIA ALL THREAD ROD WITH ADHESIVE LWC LIGHT WEIGHT CONCRETE THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE NON-SHRINK GROUT SHALL BE NON-METALLIC GROUT CONFORMING TO ASTM C1107, AND SHALL HAVE AWS AMERICAN WELDING SOCIETY PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS AMENITY SPACES �� 100 PSF A SPECIFIED MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 5000 PSI. PRE-GROUTING OF BASE PLATES MAX MAXIMUM ELEVATION OF AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON BF BRACED FRAME MC MISCELLANEOUS CHANNEL IS NOT PERMITTED.WALL OR FRAME OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN. ROOF SNOW LOAD BLDG BUILDINGVair MILLER MECH MECHANICAL POST-TENSIONED CONCRETE MF MOMENT FRAME DESIGN ROOF SNOW LOAD 25 PSF CONSULTING BLKG BLOCKING ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE. _- POST-TENSIONED CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT TIME OF MFR MANUFACTURER BM BEAM SNOW DRIFTING I AS NOTED ON PLANS(IF OCCURS) STRESSING. FIELD-CURED TEST CYLINDERS SHALL BE USED TO SUBSTANTIATE CONCRETE STRENGTH BN BOUNDARY NAIL MEP MECHANICAL, ELECTRICAL, PLUMBING NON STRUCTURAL PORTIONS OF PROJECT, INCLUDING BUT NOT LIMITED TO PLUMBING, FIRE SUPPRESSION, --- - PRIOR TO TENDON STRESSING. ENGINEERS MIN MINIMUM IMPORTANCE FACTOR Is= 1.0 BOF BOTTOM OF FOOTING ELECTRICAL, MECHANICAL, LAND USE, SITE PLANNING, EROSION CONTROL FLASHING AND WATER- MIR MIRROR /i\t REVISION SYMBOL POST TENSIONING TENDONS SHALL MEET THE REQUIREMENTS SET FORTH IN THE SPECIFICATIONS FOR 9570 SW BARBUR BLVD. BOT BOTTOM PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. GROUND SNOW LOAD Pg= 15 PSF BRBF BUCKLING RESTRAINED BRACED FRAME MISC MISCELLANEOUSMSA MASONRY SCREW ANCHOR EXPOSURE FACTOR Ce= 1.0 UNBONDED SINGLE STRAND TENDONS(LATEST EDITION) PUBLISHED BY THE POST-TENSIONING INSTITUTE. SUITE ONE HUNDRED -__ BRNG BEARING TEMPORARY SHORING - POST-TENSIONING SHALL BE INSTALLED TO PROVIDE THE REQUIRED FINAL PRESTRESS FORCE (AFTER ALL Ct= 1.0 PORTLAND, OR 97219 BSMT BASEMENT WHEREVER SHORING IS REQUIRED, THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A SHORING _ LOSSES)AS SPECIFIED ON THE PLANS. POST-TENSIONING STRAND SHALL BE 1/2" DIAMETER, UNBONDED, W41 THERMAL FACTOR BTN BETWEEN (N) NEW SYSTEM THAT PREVENTS SETTLEMENT AND/OR DAMAGE TO EXISTING FACILITIES AND PROTECTS FLAT ROOF SNOW LOAD Pf= 11 PSF CONFORMING TO ASTM A416, GRADE 270 FOR UNCOATED SEVEN-WIRE LOW RELAXATION STRAND. T 503.246.1250 NIC NOT IN CONTRACT BU BUILT-UP PERSONNEL, THE PUBLIC, AND THE BUILDING, SUPPORTING STREETS, WALKWAYS, UTILITIES, TENDONS SHALL BE COATED WITH AN APPROVED, PROTECTIVE LUBRICATING COMPOUND AND ENCASED IN B/ BOTTOM OF NOM NOMINAL 1 GRID LINES IMPROVEMENTS AND EXCAVATION AGAINST LOSS OF GROUND OR CAVING OF EMBANKMENTS DURING "--- --- - WATERPROOF POLYETHYLENE PLASTIC SHEATHING OF 50 MILS MINIMUM THICKNESS. TEARS IN THE NTE NOT TO EXCEED A -A CONSTRUCTION, AS REQUIRED. THE CONTRACTOR SHALL LOCATE THE SYSTEM CLEAR WITHOUT WIND DESIGN DATA SHEATHING SHALL BE REPAIRED BY REPLACEMENT THE COATING AND RESTORING THE WATERTIGHTNESS. C CAMBER OR CHANNEL(AMERICAN STANDARD) NTS NOT TO SCALE � OBSTRUCTION OF THE PERMANENT STRUCTURE AND TO PERMIT CONSTRUCTION TO PROCEED. BASIC WIND SPEED (3 SEC GUST) 120 MPH ANCHORAGES, COUPLERS,AND FITTINGS SHALL BE ICC APPROVED AND MUST DEVELOP A MINIMUM OF CANT CANTILEVER EXPOSURE B 100% OF THE ULTIMATE STRENGTH OF THE TENDONS. MINIMUM CONCRETE COVER FOR ANCHORAGES CIP CAST IN PLACE OC ON CENTER BUILDING CODE --- SHALL BE 2". PROVIDE A FULLY ENCAPSULATED SYSTEM AT ALL LOCATIONS FOR UNBONDED TENDONS. CG CENTER OF GRAVITY OD OUTSIDE DIAMETER ALL PHASES OF THE WORK SHALL CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY CODE, BASED INTERNAL PRESSURE COEFFICIENT GCpi = +/-0.18 CGS CENTER OF GRAVITY OF (PRESTRESSING) STEEL OPP OPPOSITEROTATE VIEW SYMBOL ON THE 2012 INTERNATIONAL BUILDING CODE (IBC), INCLUDING ALL REFERENCE STANDARDS, UNLESS WALL COMPONENTICLADDING(ULTIMATE DESIGN LOADS BASED ON 10 5F EFFECTIVE AREA) THE JOB SITE FOREMAN RESPONSIBLE FOR THE PLACEMENT, STRESSING, AND FINISHING OF ALL POST- CJ CONTROL OR CONSTRUCTION JOINT OWJ OPEN WEB JOIST NOTED OTHERWISE. _..-- � -- _. TENSIONING MATERIAL(INCLUDING ALL MILD REINFORCEMENT NECESSARY FOR PROPER INSTALLATION OF INTERIOR ZONES(ZONE 4) 31 PSF CJP COMPLETE JOINT PENETRATION - _ THE POST-TENSIONING TENDONS) SHALL HAVE A MINIMUM OF FIVE YEARS EXPERIENCE IN THIS CAPACITY CL CENTERLINE PAF POWDER ACTUATED FASTENER SPECIAL INSPECTION I STRUCTURAL OBSERVATION END ZONES (ZONE 5) 38 PSF FOR THIS TYPE OF CONSTRUCTION. PC PRECAST ROOF COMPONENTS/CLADDING (ULTIMATE DESIGN LOADS BASED ON 10 SF EFFECTIVE AREA) CLG CEILING SPECIAL INSPECTION AND/OR TESTING IS REQUIRED IN ACCORDANCE WITH IBC SECTION 1704. THE PCF POUNDS PER CUBIC FOOT CLR CLEARANCE; CLEAR PERP PERPENDICULAR CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE TO ALLOW SCHEDULING OF SPECIAL INSPECTION. IT IS INTERIOR ZONES (ZONE 1 31 PSF TENDONS SHALL BE INSTALLED WITH A PARABOLIC DRAPE AND HELD IN THE DESIGNATED POSITION AS CLSM CONTROLLED LOW STRENGTH MATERIAL THE OWNER'S RESPONSIBILITY TO PROVIDE SPECIAL INSPECTION AND TESTING BY A QUALIFIED THIRD ) SPECIFIED ON THE DRAWINGS. MAXIMUM SPACING OF SLAB TENDONS SHALL BE 8 TIMES THE SLAB CMU CONCRETE MASONRY UNIT PJP PARTIAL JOINT PENETRATION NORTH ARROW PARTY, SUCH AS A TESTING AGENCY REVIEWED BY THE ENGINEER. END ZONES (ZONE 2) 52 PSF THICKNESS, BUT NOT GREATER THAN 5 FEET. MAXIMUM VERTICAL TOLERANCE OF THE TENDON DRAPE PL PLATE co COL COLUMN SHALL BE +1-118" FOR HIGH AND LOW POINTS AND +1-1/4"AT ALL OTHER LOCATIONS. TENDONS SHALL CLEAR PLF POUNDS PER LINEAL FOOT CORNER ZONES(ZONE 3) 78 PSF CONC CONCRETE0 STRUCTURAL OBSERVATION SHALL VERIFY BY PERIODIC VISUAL OBSERVATION THAT THE STRUCTURAL - - -, � OPENINGS BY A MINIMUM OF 3 INCHES. TWISTING OR ENTWINING OF INDIVIDUAL TENDONS WITHIN A GROUP1 . CONN CONNECTION PLYWD PLYWOODSYSTEM HAS GENERAL CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AT SIGNIFICANT SHALL NOT BE PERMITTED.AT LEAST TWO TENDONS SHALL PASS THROUGH EACH COLUMN IN EACH CONST CONSTRUCTION PSI POUNDS PER SQUARE INCH STAGES OF CONSTRUCTION AND AT COMPLETION AS REQUIRED IN ACCORDANCE WITH IBC SECTION PSF POUNDS PER SQUARE FOOT SEISMIC DESIGN DATA DIRECTION. IMMEDIATELY BEFORE CONCRETE IS PLACED, THE HORIZONTAL POSITION OF TENDONS SHALL Z 0 CONT CONTINUOUS 1710.THE CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE TO ALLOW SCHEDULING FOR A STRUCTURAL - BE MARKED ON THE FORMS WITH A MATERIAL WHICH LEAVES A PERMANENT MARK ON THE CONCRETE COORDCOORDINATE PT PRESSURE TREATED OR POST TENSIONEDOBSERVATION. STRUCTURAL OBSERVATION SHALL BE BY THE ENGINEER OF RECORD. IMPORTANCE FACTOR le= 1.0 SOFFIT. CSA CONCRETE SCREW ANCHOR PVC POLYVINYL CHLORIDE SPECTRAL RESPONSE ACCELERATIONS Ss=0.99, S1 =0.43 n QTY QUANTITY ,,,/ SURFACE- STEPPED REFERENCE THE SPECIAL INSPECTION TABLE ON SHEET S0-01 3 FOR ITEMS REQUIRING SPECIAL SITE CLASS C TENDON DEAD END AND LIVE END SPECIFIED ON THE DRAWINGS ARE SHOWN ONLY TO REPRESENT d PENNY(NAIL) INSPECTION, TESTING, AND STRUCTURAL OBSERVATION_ POTENTIAL POST-TENSIONING DIRECTION. THE FINAL POST-TENSIONING DIRECTION AND SEQUENCE SHALL SPECTRAL RESPONSE COEFFICIENTS Sds= 0.66, SDI =0.39 db NOMINAL BAR DIAMETER BE SELECTED BY THE CONTRACTOR, SUBJECT TO EOR FINAL APPROVAL. THE DESIGN IS BASED UPON RAD RADIUS BAR ANCHOR SEISMIC DESIGN CATEGORY D DBA DEFORMED SHOP DRAWINGS/SUBMITTALS TENDONS BEING CONTINUOUS BETWEEN EDGES OF SLABS. ANY ADDITIONAL INTERMEDIATE STRESSING DBL DOUBLE REF REFERENCE 2 i" 1 .,: DBO DESIGNED BY OTHERS RAD REFERENCE ARCH DOCUMENTS /?1)'1277.7SURFACE - SLOPE UP SHOP DRAWINGS FOR SPECIFIC PRODUCTS GENERATED BY SUPPLIER SHALL BE SUBMITTED FOR THE PODIUM LEVEL JOINTS OR CLOSURE STRIPS REQUIRED BY THE CONTRACTOR MAY REQUIRE ADDITIONAL REINFORCEMENT ITEMS NOTED IN THE SUBMITTAL SCHEDULE. DRAWINGS SHALL BE TO SCALE AND ACCURATELY INDICATE - AND SHALL BE SUBMITTED FOR REVIEW BY THE EOR PRIOR TO STARTING CONSTRUCTION. DEG DEGREE REINF REINFORCING ALL PERTINENT ASPECTS OF THE ITEM(S)AND METHOD OF CONNECTION TO THE READ REQUIRED �•/ WORK. SHOP DRAWINGS BASIC FORCE RESISTING SYSTEM SPECIAL REINFORCED CONCRETE SHEAR WALLS h DEMO DEMOLISH; DEMOLITION SHALL INDICATE ERECTION AND TEMPORARY BRACING INFORMATION FOR CONTRACTORS USE. DESIGN BASE SHEAR 1377 KIPS (BUILDING A), 1062 KIPS (BUILDING B) EACH STRESSING JACK AND GAUGE COMBINATION SHALL BE CALIBRATED AS A UNIT TO KNOWN IMIIM H DFIL DOUGLAS FIR LARCH REV REVISED, REVISION SURFACE- SLOPE DOWN DOCUMENTS FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR -. STANDARDS AT INTERVALS NOT EXCEEDING 6 MONTHS. COPIES OF THE CALIBRATION CERTIFICATES FOR H DIA DIAMETER RO ROUGH OPENING ,,,,././.,./..„). THE SEAL AND SIGNATURE OF A LICENSED ENGINEER REGISTERED IN THE STATE THAT THE PROJECT IS SEISMIC RESPONSE COEFFICIENT Cs= 1.33 _ EACH JACK AND GAUGE COMBINATION BEING USED SHALL BE SUBMITTED TO THE EOR FOR REVIEW. THE DIAG DIAGONAL BEING CONSTRUCTED. RESPONSE MODIFICATION FACTOR R= 5 STRESSING OPERATION SHALL BE UNDER THE IMMEDIATE CONTROL OF A PERSON WHO IS A PTI CERTIFIED DIM DIMENSION ,� SC SLIP CRITICAL 1 ANALYSIS PROCEDURE USED ASCE 7 10 EQUIVALENT LATERAL FORCE (TWO STAGE ANALYSIS) INSTALLER EXPERIENCED IN THIS TYPE OF WORK. �� SER STRUCTURAL ENGINEER OF RECORD SURFACE SLOPE DIST DISTANC - <>1;>- - CONTRACTOR SHALL REVIEW AND MODIFY THE SUBMITTAL AS REQUIRED FOR CONFORMANCE WITH DATE DL DEAD LOAD SHT SHEET TWO DIRECTIONS AND SIGNATURE ON ALL SETS OF DOCUMENTS PRIOR TO SUBMITTAL TO THE ENGINEER. SCHEDULE WOOD FRAMED LEVELS TENSIONING OF TENDONS SHALL START ONCE THE CONCRETE HAS REACHED THE SPECIFIED STRENGTH AT 0 C1] SHTG SHEATHING .-_ -- DN DOWN SUBMITTALS TO ALLOW SUFFICIENT TIME FOR REVIEW AND POSSIBLE RE-SUBMITTAL. BASIC FORCE RESISTING SYSTEMU LIGHT FRAMED SHEAR WALLS TIME OF STRESSING, BUT NO SOONER THAN 48 HOURS,AND NO LATER THAN 96 HOURS AFTER CONCRETE `.J SIM SIMILAR Vi DTL DETAIL DESIGN BASE SHEAR 444 KIPS BUILDING A) , 365 KIPS(BUILDING B) PLACEMENT. IF CONCRETE HAS NOT REACHED THE SPECIFIED STRENGTH AT TRANSFER WITHIN 96 HOURS DWG DRAWING SLBB SHORT LEGS BACK TO BACK -._I �- ( OF PLACEMENT, APPLY ONE HALF OF THE SPECIFIED JACKING STRESS TO EACH STRAND AT 96 HOURS,AND I-I SMS SHEET METAL SCREW DECKING SPAN SUBMITTAL SCHEDULE SESMIC RESPONSE COEFFICIENT Cs=0.102 C� SOG SLAB ON GRADE DIRECTION THE FULL SPECIFIED JACKING STRESS ONCE THE CONCRETE REACHES THE SPECIFIED TRANSFER il ., (E) EXISTING O RESPONSE MODIFICATION FACTOR R =6.5 STRENGTH. TENDONS SHALL BE STRESSED IN THE FOLLOWING SEQUENCE: O EA EACH SQ SQUARE ITEM SUBMITTAL SHOP DRAWINGS DEFERRED SUBMITTAL SS STAINLESS STEEL ANALYSIS PROCEDURE USED ASCE 7-10 EQUIVALENT LATERAL FORCE(TWO STAGE ANALYSIS) EB EXPANSION BOLT SSL SHORT SLOTTED (HOLES) 1. TEMPERATURE TENDONS I EF EACH FACE 4 OPENING IN FLOOR OR CONCRETE MIX DESIGNS X STD STANDARD 2 UNIFORMLY DISTRIBUTED TENDONS EJ EXPANSION JOINT WALL CONCRETE REINFORCING STEEL X X 3. BEAMIBANDED TENDONS EL ELEVATION STL STEEL CONCRETE ANCHORAGE X FOUNDATION CRITERIA 4. GIRDER TENDONS CA ELIC ELECTRICAL SQ SQUARE - ALL FOUNDATION ELEMENTS SHALL BE SUPPORTED PER THE GEOTECHNICAL REPORT DATED APRIL 18, 2016 BY GRI. AUGER EN EDGE NAIL SYM SYMMETRICAL EMBEDDED STEEL ITEMS X X CAST IN PLACE PILE INSTALLATION, SUBGRADE PREPARATION FOR SLABS ON GRADE AND SHALLOW FOUNDATION ELEMENTS RECORDS OF TENDON ELONGATION SHALL BE SUBMITTED AND REVIEWED BY THE EOR PRIOR TO CUTTING 5CI -4) 0 DENOTES PLYWOOD EQ EQUAL; EARTHQUAKESWEAR PANEL TYPE CONTINUOUS HOEDOWN SYSTEM X X AND STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL COMPLY WITH THE PROVISIONS SPECIFIED IN THE GEOTECHNICAL TENDON ENDS. IMMEDIATELY FOLLOWING TENDON CUTTING, COAT THE EXPOSED STRAND AND WEDGE E EW EACH WAY T&B TOP AND BOTTOM REPORT. ALLOWABLE SOIL BEARING PRESSURE FOR NON-PILE SUPPORTED ELEMENTS PER THE REFERENCED REPORT IS AREAS WITH AN APPROVED TENDON COATING MATERIAL AND INSTALL THE GREASE-FILLED WATERTIGHT IX T&G TONGUE AND GROVE (SEE SCHEDULE) -- EXT EXTERIOR 2,000 PSF. CAP. WITHIN 24 HOURS OF TENDON CUTTING, FILL ALL STRESSING POCKETS. COAT THE INSIDE OF THE EXTD EXTEND; EXTENDED TOC TOP OF CONCRETE , DENOTES HOEDOWN LOAD POST-TENSIONING SHOP DRAWINGS X ' X X POCKET WITH A BONDING AGENT AFTER CLEANING, AND FILL POCKET WITH NON-SHRINK MORTAR. MORTAR TOS TOP OF STEEL AT ALLOWABLE STRESS DESIGN LOADS TO AUGER CAST PILES ARE AS FOLLOWS: SHALL NOT CONTAIN WATER SOLUBLE CHLORIDE IONS OR CHEMICALS DELETERIOUS TO THE I TDF TOP OF FOOTING POST-TENSIONING SYSTEM STRESS LOSS CALCULATIONS X X fc 28 DAY CONC COMPRESSIVE STRENGTH FF FINISH FLOOR TOW TOP OF WALL LEVEL(KIPS) -----. PRESTRESSING STEEL. 0 POST-TENSIONING TENDON ANCHORAGE DESIGN X X 1. COMPRESSION: 120 KIPS 3. SHEAR: 7 KIPS OF THE POUR STRIP. FN FIELD NAIL TRANS TRANSVERSE DENOTES - 2. TENSION: 50 KIPS CAST POUR STRIPS A MINIMUM OF 56 DAYS AFTER POST-TENSIONING THE ADJACENT SLAB ON EACH SIDE O FLR FLOOR TYP TYPICAL HOEDOWN (AS - FDN FOUNDATION T/ TOP OF OCCURS STRUCTURAL STEEL X X OHO (19 FOC FACE OF CONCRETE • • -- -... RETAINING STRUCTURES ALL ATTACHMENTS TO THE STRUCTURAL SLAB SHALL BE CAST-1N-PLACE EMBEDS OR INSERTS. POST- FOM FACE OF MASONRY UNO UNLESS NOTED OTHERWISE STEEL WELDING PROCEDURES x ALL EARTH RETAINING STRUCTURES SHALL HAVE ADEQUATE DRAINAGE TO PREVENT HYDROSTATIC PRESSURES. RETAINING INSTALLED ANCHORS SHALL NOT BE USED IN POST-TENSIONED CONCRETE UNLESS SPECIFICALLY FOS FACE OF STUD URM UNREINFORCED MASONRY STEEL DECKING X X STRUCTURES HAVE BEEN DESIGNED BASED ON THE FOLLOWING PARAMETERS: APPROVED BY THE STRUCTURAL ENGINEER. FT FEET UT ULTRASONIC TEST DENOTES PLYWOODIIMIIMI STEEL FASTENERS X 1. CANTILEVERED WALL ACTIVE PRESSURE: 35 PCF FTC FOOTING SHEARWALL 2. RESTRAINED WALL ACTIVE PRESSURE: 55 PCF THE GENERAL CONTRACTOR SHALL BUDGET AN ALLOWANCE FOR GENERAL REPAIR OF CRACKS IN VERT VERTICAL LIGHT GAUGE STEEL FRAMING X X X 3. SEISMIC PRESSURE: 7.5HA2 APPLIED AT 0.6H CONCRETE THAT MAY DEVELOP WITHIN THE FIRST YEAR AFTER SUBSTANTIAL COMPLETION. EPDXY GA GAUGE VIF VERIFY IN FIELD - 4. COEFFICIENT OF FRICTION: 0.35 INJECTION REPAIR SHALL BE PROVIDED FOR ALL CRACKS WITH A WIDTH OF 0.02"OR LARGER OR AS GALV GALVANIZED 5. PASSIVE LATERAL RESISTANCE: 250 PCF DIRECTED BY THE EOR. GLB GLUE LAMINATED BEAM W/ WITH PREMANUFACTURED WOOD TRUSSES X X X GWB GYPSUM WALL BOARD W/O WITHOUT CONCRETE STRUCTURAL STEEL WD WOOD PREMANUFACTURED WOOD JOISTS X X x WF WIDE FLANGE CUSTOM GLUE LAMINATED MEMBERS X X MIXING, PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE, ACI 318 DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE SPECIFICATION HDG HOT DIP GALVANIZED INDICATES AND IBC CHAPTER 19. FOR STRUCTURAL STEEL BUILDINGS (AISC 360-10). HDR HEADER WP WORK POINT ELEMENT ------ PREFABRICATED TIMBER CONNECTORS X HF HEM-FIR WWR WELDED WIRE REINFORCING CONTINUES 7 - - CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING MATERIAL HORIZ HORIZONTAL ; , STANDARDS: HSA HEADED STUD ANCHOR ! O. CONCRETE MASONRY UNITS X HSS HOLLOW STRUCTURAL SECTION _ - CONCRETE MIX DESIGN REQUIREMENTS W-SECTIONS: ASTM A992, FY=50 KSI HT HEIGHT is : ` GROUT MIX DESIGNS X _ COMPRESSIVE RECTANGULAR HSS: ASTM A500, GRADE B, FY=46 KSI <=1. MORTAR X MEMBER TMAXIMUM MAXIMUM W/CM-TYPE/LOCATION STRENGTH AT 28 ROUND HSS: ASTM A500, GRADE B, FY=42 KSI DAYS, fc(PSI) AGGREGATE SIZE RATIO PIPE: ASTM A53, GRADE B, TYPE E OR S, FY=35 KSI _- CMU REINFORCING STEEL X X ALL OTHER SECTIONS AND PLATES: ASTM A36 STRUCTUAL DRAWING INDEX - -- --- SPREAD FOOTINGS AND MAT FOUNDATIONS 4000 1" 0.50 FOUNDATION CURTAIN WALL AND OTHER GLAZING SYSTEMS X X X PILE CAPS 5000 3/4" 0.50 UNLESS NOTED OTHERWISE, ALL BOLTS TO BE ASTM A325 WITH MATCHING NUTS. UNLESS CONNECTION IS PERMIT I NOTED AS SLIP-CRITICAL OR PRETENSIONED, NUTS SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION PER SHEET NUMBER SHEET NAME SUBMITTAL SKYLIGHTS, CANOPIES AND AWNINGS X X X SHEAR WALLS 5000 3/4" 0.50 RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS, I -- SECTION 8.1. FOR SLIP-CRITICAL AND PRETENSIONED CONNECTIONS, INSTALLATION OF FASTENERS SHALL FSO 1.1 STRUCTURAL NOTES • l METAL STAIRS AND RAILINGS X X X BASEMENT/RETAINING/FOUNDATION WALLS 4000 1" 0.50 BE PER RCSC SECTION 8.2. --- EXTENT OF-_. FSO 1.2 STRUCTURAL NOTES • 1FRAMING MEP EQUIPMENT ANCHORAGE AND BRACING X X X ___ .._..__.. FSO-1.3 SPECIAL INSPECTION TABLES • -- LUMNS 5000 314" 0.45 ALL STRUCTURAL STEEL SHALL HAVE ONE SHOP COAT OF PRIMER, EXCEPT SURFACES TO BE EMBEDDED IN _ TEMPORARY SHORINGX X FSO-2.1 SITE RETAINING WALL PLANS • ' CONCRETE OR MASONRY, OR STEEL TO BE GALVANIZED EMBEDDED SURFACES SHALL BE FREE OF CLADDING, ROOFING AND VENEER X X X INTERIOR SLAB ON GRADE 4000 1" 0.50 F50-2.2 SITE RETAINING WALL DETAILS • --- CONTAMINANTS. ALL EXPOSED STRUCTURAL STEEL TO HAVE ONE FINISH COAT OF RUST INHIBITING PAINT, _ IFS1-1.0A BUILDING A FOUNDATION PLAN-AREA 1 • ___ EXTERIOR SLAB ON GRADE 4000 1" 0.40 COLOR BY OWNER. FS1-1.0B BUILIDNG A FOUNDATION PLAN-AREA 2 • SPECIAL INSPECTION REQUIRED • POST-TENSIONED SLABS 5000 314" 0.45 ALL ZINC (GALV.) COATINGS ON IRON AND STEEL PRODUCTS SHALL CONFORM TO ASTM A123. REPAIRS OF FS1-1.1A BUILDING A LEVEL 1 SLAB PLAN-AREA 1 • State of Oregon Structural Specialty CodeGALVANIZED COATINGS ARE TO CONFORM TO ASTM A780. HOT DIP GALVANIZED COATINGS ON ASTM A325 FS1-1.1B BUILDING A LEVEL 1 SLAB PLAN-AREA A 2 • _ ncr® FASTENER ASSEMBLIES SHALL CONFORM TO ASTM A153. SURFACE PREPARATION OF GALVANIZED STEEL FS2-1.0 BUILDING B FOUNDATION PLAN • ond Reinforcing Steel I_Lt)b �L/ ALL EXTERIOR CONCRETE SLABS SHALL HAVE 5°/a +1-1%AIR ENTRAINMENT. ALL CONCRETE SLABS IN PARKING AREAS TO RECEIVE A FINISH COAT OF PAINT SHALL CONFORM TO ASTM D6388. IFS2-1.1 BUILDING B LEVEL 1 SLAB PLAN • t. SUBJECT TO DEICING CHEMICALS AND FREEZE/THAW SHALL HAVE 6% +/-1%AIR ENTRAINMENT. THE AIR-ENTRAINING FS3-1.1 WALL ELEVATIONS • is Installed in Concrete CI OP TIGARD • ADMIXTURE SHALL CONFORM TO ASTM C260, ALL CONCRETE WITH REINFORCEMENT SHALL HAVE NO CHLORINE OR ALL WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY(AWS) D1.1 USING E70XX ELECTRODES. FSS-1.1 CONCRETE DETAILS _ • Special Moment-Resistin Concrete Frame REVIEWED FOR CODE COMPLIANCE CHLORIDES. NO WATER MAY BE ADDED TO THE CONCRETE IN THE FIELD UNLESS SPECIFICALLY APPROVED IN WRITING BY WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE SPECIFICATIONS OF THE AMERICAN [] pec 9 THE CONCRETE SUPPLIER IN CONJUNCTION WITH THE APPROVED CONCRETE MIX DESIGN. INSTITUTE OF STEEL CONSTRUCTION (AISC). WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS 03561111 IFS5-1.2 CONCRETE DETAILS • 9 a ~ ~ Approved* FOR WELD TYPES SPECIFIED. WHERE WELD LENGTHS ARE NOT SHOWN, THE WELD SHALL BE FULL LENGTH .\ , PRO PRa,cFs ernlor i Steel&Prestressing Steel Tencbn.,- �, �, FSS 1.3 CONCRETE DETAILS • Q a OTC: SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE OF MEMBERS BEING JOINED. ALL BUTT WELDS SHALL BE FULL PENETRATION WELDS UNLESS NOTED -5D �G I NE `��0 S1 1.2A BUILDING A LEVEL 2 SLAB PLAN-AREA 1 - R I iruduraiONslding o o REVIEWED BY THE STRUCTURAL ENGINEER BEFORE PLACING CONCRETE. CONDUITS EMBEDDED IN SLABS SHALL NOT BE OTHERWISE ON STRUCTURAL DRAWINGS. ALL WELDS SHALL RECEIVE THE SAME FINISH COAT AS THE �cD 'P 0 0 Permit#: G pf'(7--�(T7E k--(-c7 LARGER IN OUTSIDE DIMENSION THEN ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER MEMBER BEING WELDED ALL WELDS DENOTED AS'DEMAND CRITICAL' SHALL BE MADE WITH A FILLER 654 1 PE S1 1.2B BUILDING A LEVEL 2 SLAB PLAN-AREA 2 R ❑ Hlgh-S ngllt Bolting o o THAN THREE DIAMETERS ON CENTER. METAL CAPABLE OF PROVIDING A MINIMUM CHARPY V-NOTCH TOUGHNESS AS INDICATED IN SECTION 7.3B S1 1.2C BUILDING A LEVEL 2POST-TENSION PLAN-AREA 1 R Address�C I� - 7�� S.2,6 , fractural Masonry o o OF AISC 341, y *RE • ..A-- S1-1.2D BUILDING A LEVEL 2 POST-TENSION PLAN-AREA 2 R cc m Suite#,k • WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHALL BE CLEANED p �� '� �'� 51-1.2E BUILDING A LEVEL 2 WALL FRAMING PLAN R ❑ Reinforced Gypsum Concrete $ - 1 Date: 2`7 AND ROUGHENED TO A MINIMUM 1/4"AMPLITUDE PER ACI 318 11.6.9. CONCRETE MASONRY UNITS X41, 29, \ c-N ,-1• ,-1 Y• ALL CONCRETE MASONRY UNITS (CMU) SHALL BE CONSTRUCTED IN ACCORDANCE WITH IBC CHAPTER 21 RYAN S1-1.3 BUILDING A LEVEL 3 FLOOR FRAMING PLAN R ❑ Insulating Concrete Fill o o -..-\z. ' t DESIGN OF FORMWORK, SHORING AND RE-SHORING DESIGN IS THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL AND TMS 602. CMU SHALL BE MEDIUM WEIGHT SAND UNITS (115 LBS PER CUBIC FOOT) CONFORMING TO 51-1.3A BUILDING A LEVEL 3 WALL FRAMING PLAN R O CONFORM TO ACI 347.2R-05 AND ACI 347R-14. ASTM C90 WITH LINEAR DRYING SHRINKAGE LIMITED TO 0.065%AND RATE OF ABSORPTION NOT EXCEEDING 'EXPIRES: 12-31 -2018 I - - 0 0 o w S1-1.4 BUILDING A LEVEL 4 FLOOR FRAMING PLAN R [] Spray Applied Fire-Resistive Materials ti N i„ a o a p 0.035 OUNCES OF WATER PER SQ. IN. OF SURFACE AT THE TIME OF PLACEMENT. THE NET AREA 51-1.4A BUILDING A LEVEL 4 WALL FRAMING PLAN R APPROVED PLANS _ - cgs,On:led Piers and Caissons o o u INCLUDE N-ATTACITED: CONCRETE REINFORCING STEEL COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS SHALL BE 1,900 PSI. CMU SHALL BE INSTALLED IN EI 51-1.5 BUILIDNG A LEVEL 5 FLOOR FRAMING PLAN RSP . I ATION BOOK ALL REINFORCING STEEL SHALL BE DEFORMED BARS PER ASTM A615 OR A706 GRADE 60. ALL REINFORCING STEEL TO BE A RUNNING BOND PATTERN UNLESS NOTED OTHERWISE. No. Date Issue s S1-1.5A BUILDING A LEVEL 5 WALL FRAMING PLAN R ❑ Shotcrete T RAL CALCS WELDED SHALL BE ASTM A706. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. 1 06.27.17 PHASED PERMIT-FOUND. El Special Grading,Excavation and FillingOTECH REPORT THE COMPRESSIVE STRENGTH OF THE MASONRY ASSEMBLY SHALL BE A MINIMUM OF fm=1500 PSI ON NET '1 S1-1.6 BUILDING A ROOF/LOFT FLOOR FRAMING PLAN R ,F_MISC DOCUMENTS UNLESS NOTED OTHERWISE, SET MAIN REINFORCING STEEL 3" FROM EARTH AND 2" FROM FORMED SURFACES. BAR LENGTHS AREA BY UNIT STRENGTH METHOD. fs S1-1.6A _ BUILDING A LOFT WALL FRAMING PLAN R -- 51-1.7 BUILDING A LOFT ROOF FRAMING PLAN R [] Smoke-Control Systems DETAILED ARE OUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR HOOKS OR BENDS. FOR ALL CORNERS WITH #5 �, REINFORCING STEEL AND SMALLER, PROVIDE 2'-6"X 2'-6" REINFORCING STEEL OF SAME SIZE AND SPACING AS HORIZONTAL HOT AND COLD WEATHER CONSTRUCTION REQUIREMENTS PER ACI 530.1/ASCE6/TMS 602 SPECIFICATIONS 52-1.2A BUILDING B LEVEL 2 SLAB PLAN R ❑ Olher trs c ,-ns__ BARS. PROVIDE ONE#4 X 4'-0" DIAGONALLY AT EACH RE-ENTRANT CORNER IN SLABS. ALL REBAR DOWELS TO BE SET IN SHALL APPLY. TEMPORARY BRACING OF MASONRY WALLS SHALL BE THE RESPONSIBILITY OF THE a V PLACE PRIOR TO PLACING CONCRETE. CONTRACTOR. 52-1.2B BUILDING B LEVEL 2 POST TENSION PIAN R OFFICE COPY 1 52-1.2C _BUILDING B LEVEL 2 WALL FRAMING PLAN R S2 1.3 BUILDING B LEVEL 3 FLOOR FRAMING PLAN R CONTINUE HORIZONTAL WALL REINFORCING THROUGH PILASTERS, COLUMNS AND INTERSECTING WALLS. PROVIDE A CONTROL JOINTS ARE TO BE SPACED AT 1 %TIMES THE WALL HEIGHT WITH A MAXIMUM OF 25 FT. MINIMUM OF ONE#5 X 5'-0" FOR SINGLE LAYER REINFORCING AND TWO#5 X 5'-0" FOR DOUBLE LAYER REINFORCINGi S2-1.3A BUILDING B LEVEL 3 WALL FRAMING PLAN R DIAGONALLY CENTERED AT EACH CORNER OF ALL WALL OPENINGS. ADDITIONALLY, PROVIDE A MINIMUM OF ONE#5 FOR UNLESS OTHERWISE SPECIFIED ON THE ARCHITECTURAL CONSTRUCTION DOCUMENTS,ALL MASONRY Project Architect E S2-1.4 BUILDING B LEVEL 4 FLOOR FRAMING PLAN R SINGLE LAYER REINFORCING AND TWO#5 FOR DOUBLE LAYER REINFORCING ON ALL SIDES OF OPENING EXTENDING A EXPOSED TO THE WEATHER TO RECEIVE (2) COATS OF MOISTER PROOF SEALANT APPLIED PER o S2-1.4A BUILDING B LEVEL 4 WALL FRAMING PLAN R MINIMUM OF 2'-6" BEYOND THE OPENING. MANUFACTURER'S INSTRUCTIONS, AND MASONRY EXPOSED TO THE SOIL SHALL HAVE TWO COATS OF S2-1.5 BUILDING B LEVEL 5 FLOOR FRAMING PLAN R WATERPROOF EMULSION APPLIED. INSTALL COMPATIBLE PAINT PER OWNER'S REQUIREMENTS. Project Designer t S2-1.5A BUILDING B LEVEL 5 WALL FRAMING PLAN R SEE LAP SPLICE TABLE ON SHEET S0-1.2 FOR LAP SPLICES. E MASONRY MORTAR Date S2-1.6 BUILDING B ROOF/LOFT FLOOR FRAMING PLAN R I ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS, PLASTIC CHAIRS OR APPROVED METAL ALL MORTAR SHALL CONFORM TO ASTM C270 TYPE S. MORTAR SHALL HAVE A MINIMUM COMPRESSIVE 6.27.2017 U 52-1.6A BUILDING B LOFT WALL FRAMING PLAN R CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE, MSP-1, AND SHALL BE SECURELY TIED IN PLACE WITH # STRENGTH OF 1,800 PSI AT 28 DAYS. COMPLETELY COVER THE BEDDING AREA OF THE UNITS AT ALL BED, S2-1.7 BUILDING B LOFT ROOF FRAMING PLAN R 16 ANNEALED IRON WIRE. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE "ACI MANUAL OF STANDARD HEAD AND WEB JOINTS WITH MORTAR (100% MORTAR FILLING IS REQUIRED). Job Number 161194 m S7-1.1 _WOOD FRAMED SHEAR WALL SCHEDULE R PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES,"ACI 315. zs S7-1.2 WOOD FRAMED SHEAR WALL DETAILSR MASONRY GROUT Drawn By EA g 57-1.1 TYP. WOOD FRAMING DETAILS - R ALL GROUT TO BE FINE GROUT CONFORMING TO ASTM C476 WITH A MINIMUM COMPRESSIVE STRENGTH OF _ 2,000 PSI AT 28 DAYS.ALL CELLS CONTAINING VERTICAL BARS AND ALL BOND BEAMS SHALL BE FILLED WITH S8-1.2 WOOD FRAMING DETAILS R GROUT. FULLY GROUT ALL STRUCTURAL MASONRY WALLS UNLESS NOTED OTHERWISE. Checked By ARL 'R' INDICATES SHEET ISSUED FOR REFERENCE ONLY GROUT LIFTS SHALL NOT EXCEED 5'-4" IN HEIGHT. CONSOLIDATION MUST BE PERFORMED IN EACH N- GROUTED CELL IMMEDIATELY AFTER GROUT PLACEMENT WITH A MECHANICAL VIBRATOR. RODDING IS NOT Title Q AN ACCEPTABLE MEANS OF GROUT CONSOLIDATION, GROUT POURS SHALL BE RECONSOLIDATED BY STRUCTURAL NOTES N MECHANICAL VIBRATION AFTER INITIAL WATER LOSS AND SETTLEMENT HAS OCCURRED. ALL PROCEDURES FOR HIGH LIFT GROUTING ARE OPTIONAL AND ARE TO BE REVIEWED AND ACCEPTED BY THE ENGINEER OF I- RECORD PRIOR TO GROUTING. I Sheet Number Ur CLEAN OUTS SHALL BE PROVIDED IN THE BOTTOM COURSE OF MASONRY FOR EACH GROUT POUR WHEN [l' THE GROUT POUR HEIGHT EXCEEDS 5'-4". WHERE REQUIRED, CLEANOUTS SHALL BE PROVIDED AT EVERY ›- VERTICAL VERTICAL BAR BUT SHALL NOT BE SPACED MORE THAN 32 INCHES ON CENTER FOR SOLID GROUTED of MASONRY. CONSTRUCT CLEANOUTS WITH AN OPENING OF SUFFICIENT SIZE TO PERMIT REMOVAL OF FSO-1 O DEBRIS, WITH A MINIMUM OPENING DIMENSION OF 3 INCHES. CLEANOUTS SHALL BE ADEQUATELY SEALED U JO AFTER INSPECTION AND BEFORE GROUTING TO RESIST GROUT PRESSURE. • • MASONRY REINFORCING STEEL FASTENERS IN CONTACT WITH PRESERVATIVE-TREATED MATERIAL SHALL BE IN ACCORDANCE WITH • ALL REINFORCING STEEL SHALL BE DEFORMED BARS PER ASTM A615 OR A706 GRADE 60.ALL IBC SECTION 2304.9.5. TIMBER CONNECTORS/FASTENERS INCLUDING NUTS AND WASHERS IN • I- REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706. REINFORCING STEEL SHALL BE CONTACT WITH PRESERVATIVE-TREATED MATERIAL SHALL HAVE PROTECTIVE COATINGS AS ill i' " . r DETAILED IN ACCORDANCE WITH THE "ACI MANUAL OF STANDARD PRACTICE FOR DETAILING RECOMMENDED BY CONNECTOR/FASTENER MANUFACTURER REINFORCED CONCRETE STRUCTURES,"ACI 315. • K P H A R T REINFORCING STEEL EXCEPT WHERE OTHERWISE NOTED SHALL BE AS FOLLOWS: ALL LAMINATED VENEER LUMBER, ORIENTED STRAND LUMBER, GLUE LAMINATED LUMBER EXPOSED • TO WEATHER AND SUBJECT TO DECAY, SHALL BE PRESERVATIVE TREATED IN ACCORDANCE WITH community planning - (2)#4 IN GROUTED LINTEL OVER OPENINGS THE MANUFACTURER'S RECOMMENDATIONS FOR PRESERVATIVE MATERIALS, RETENTION RATES, architecture - (2) #4 IN GROUTED CELLS AT JAMBS AND WALL ENDS AND END USE. LAMINATED TIMBERS SHALL BE PRESERVATIVE TREATED IN ACCORDANCE WITH IBC 2555 WALNUT STREET - (2) #4 IN GROUTED BOND BEAMS AT SILLS AND TOP OF WALLS. SECTION 2304.11.3. DENVER,COLORADO 80205 www.kepharl.com EXTEND ALL REINFORCING STEEL A MINIMUM OF 24 INCHES BEYOND EDGES OF OPENING. ALL TRIMMED SECTIONS, CUTS, DAPS, OR HOLES IN PRESSURE TREATED MATERIALS SHALL BE PROVIDE MATCHING CORNER BARS FOR ALL BOND BEAMS. VERTICAL REINFORCING STEEL IN TREATED WITH COPPER NAPTHENATE, IN ACCORDANCE WITH AWPA STANDARD M4. FOR ADDITIONAL MASONRY WALLS TO BE AT CENTER LINE OF WALL UNLESS INDICATED OTHERWISE. REQUIREMENTS, SEE IBC SECTION 2304.11 FOR PROTECTION AGAINST DECAY AND TERMITES. REINFORCEMENT MUST BE RESTRAINED TO PREVENT MOVEMENT FROM CONSTRUCTION LOADS AND DURING PLACEMENT OF MORTAR AND GROUT. WIRE-TYING OR PREFABRICATED FIRE-RETARDANT TREATED LUMBER POSITIONERS ARE METHODS OF PROVIDING THE NECESSARY RESTRAINT FOR REINFORCEMENT. FIRE RETARDANT TREATED WOOD SHALL HAVE A FLAMESPREAD OF LESS THAN 25 WHEN TESTED IN et WET-SETTING OF REINFORCEMENT IS NOT PERMITTED. AN EXTENDED 30 MINUTE TUNNEL TEST IN ACCORDANCE WITH ASTM E84, NFPA 255 OR UL723. FIRE RETARDANT CHEMICAL SHALL PROVIDE PROTECTION AGAINST TERMITES AND FUNGAL DECAY, SHALL lilk [SEE LAP SPLICE TABLE ON SHEET[S0.02] FOR LAP SPLICES.] USE MINIMUM 30" LAP FOR#4 BAR BE REGISTERED FOR USE AS A WOOD PRESERVATIVE BY THE U.S. ENVIRONMENTAL PROTECTION AND SMALLER UNLESS NOTED OTHERWISE (UNO) USE MINIMUM 36" LAP FOR#5 BAR UNO. AGENCY (EPA), SHALL COMPLY WITH FORMULATION FR-1 OF THE CURRENT EDITION OF AWPA STANDARD P49. AND SHALL BE FREE OF HALOGENS. SULFATES AND AMMONIUM PHOSPHATE. MASONRY ANCHORS TESTING ON FIRE PERFORMANCE, STRENGTH AND CORROSION PROPERTIES OF FIRE RETARDANT MILLER ALL CAST IN PLACE ANCHOR BOLTS SHALL BE SECURELY TIED IN THEIR FINAL POSITION PRIOR TO TREATED WOOD SHALL BE RECOGNIZED BY ISSUANCE OF A NATIONAL EVALUATION SERVICES • GROUTING WALL(WET-SETTING OF ANCHOR BOLTS IS NOT PERMITTED), ANCHOR RODS SHALL REPORT. MANUFACTURER'S SOLUTION FOR FIRE RETARDANT TREATMENT OF WOOD SHALL COMPLY - CONFORM TO ASTM F1554 GRADE 36. WITH AWPA STANDARD U1. Ldh_ _E CONSULTING ALL HEADED STUD ANCHORS (HSA) SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.1, TYPE FASTENERS IN CONTACT WITH FIRE-RETARDANT TREATED MATERIAL SHALL BE IN ACCORDANCE WITH _ T ^_ NOTE 3 ENGINEERS B, AND ASTM A108. DEFORMED BAR ANCHORS (DBA) SHALL CONFORM TO ASTM A496. ALL HSA IBC SECTION 2304.9.5. TIMBER CONNECTORS/FASTENERS IN CONTACT WITH FIRE-RETARDANT AND DBA SHALL BE WELDED WITH AUTOMATIC STUD WELDING EQUIPMENT PER THE TREATED MATERIAL SHALL HAVE PROTECTIVE COATINGS AS RECOMMENDED BY 9570 SW BARBUR BLVD. RECOMMENDATIONS OF THE STUD AND EQUIPMENT MANUFACTURER, UNLESS OTHERWISE CONNECTOR/FASTENER MANUFACTURER. .,- --- SUITE ONE HUNDRED SPECIFIED. ENGINEERED LUMBER -' O PORTLAND, OR 97219 POST INSTALLED MASONRY ANCHORS SHALL CONSIST OF THE FOLLOWING UNLESS NOTED TJI, 2.0E PARALLAM, 1.9E MICROLLAM AND TIMBERSTRAND TO BE AS MANUFACTURED BY ILEVEL,A - ,1 ""=J T 503.246.1250 OTHERWISE: WEYERHAEUSER BUSINESS, WITH INTERNATIONAL CODE COUNCIL (ICC) RESEARCH APPROVAL. EXPANSION BOLTS: HILTI KWIK BOLT 3 JOISTS TO BE COMPLETE WITH BLOCKING, WEB STIFFENERS AND BRIDGING AS REQUIRED. i SCREW ANCHORS: HILTI KWIK HUS-EZ ADDITIONAL BLOCKING AS REQUIRED FOR UPLIFT SHALL BE PROVIDED BY MANUFACTURER. A ADHESIVE ANCHORS: HILTI HIT-HY 70 EQUIVALENT PRODUCTS OF OTHER MANUFACTURERS MAY ONLY BE USED AFTER REVIEW AND POWDER ACTUATED FASTENERS: HILTI X-U 27 (1" EMBEDMENT) DETERMINATION BY ENGINEER OF RECORD THAT PRODUCTS MEET DESIGN REQUIREMENTS. NOT �, LESS THAN 10 DAYS PRIOR TO BIDDING ALTERNATE SUPPLIERS MUST FURNISH COMPLETE DETAILS CONSTRUCTION JOINT �� ' • ALL POST INSTALLED MASONRY ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE FOR ALL VARIATIONS FROM /LEVEL PRODUCTS SHOWN. !1,_ • MANUFACTURER'S INSTALLATION CRITERIA AND PER THE CURRENT ICC EVALUATION REPORT. OR FACE OF SUPPORT WOOD TRUSSES 180 DEGREE HOOK WOOD FRAMING ALL WOOD TRUSSES SHALL COMPLY WITH IBC SECTION 2303.4, EXCEPT AS OTHERWISE NOTED. ALL STRUCTURAL WOOD COLUMNS AND BEAMS TO BE DOUGLAS FIR/LARCH (DF/L), #2 UNLESS TRUSSES SHALL NOT EXCEED A TOTAL LOAD DEFLECTION OF U360. TRUSS MANUFACTURER SHALL - ;/ ' • NOTED OTHERWISE. ALL JOISTS, PURLINS, AND GIRTS TO BE DF/L#2 AND BETTER UNLESS NOTED FURNISH COMPLETE ENGINEERING SHOP DRAWINGS WITH A REGISTERED PROFESSIONAL Ldh OTHERWISE. ALL BLOCKING AND NON-STRUCTURAL FRAMING TO BE CONSTRUCTION GRADE AND ENGINEER'S SEAL IN THE STATE THAT THE PROJECT IS BEING CONSTRUCTED. SHOP DRAWINGS BETTER. ALL WOOD PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE HEM-FIR#2 SHALL BE PROVIDED WITH THE SHIPMENT OF TRUSSES DELIVERED TO THE JOB SITE, AND SHALL14 PRESSURE TREATED UNLESS NOTED OTHERWISE. ALL COLUMNS SHALL HAVE SOLID BLOCKING INCLUDE, ATA MINIMUM, THE INFORMATION SPECIFIED IN IBC SECTION 2303.4.1. METAL-PLATE- , FOR THE FULL COLUMN AREA TO SUPPORTING MEMBERS BELOW. COLUMNS SHALL ALIGN CONNECTED WOOD TRUSSES SHALL BE MANUFACTURED AND DESIGNED AS REQUIRED BY TPI 1. THROUGH ALL FLOORS TO THE FOUNDATION. EACH MANUFACTURER OF TRUSSES USING METAL PLATE CONNECTORS SHALL RETAIN AN APPROVED - - AGENCY TO MAKE UNSCHEDULED INSPECTIONS OF ALL TRUSS MANUFACTURING AND DELIVERY 0 t 11111 ALL PREFABRICATED METAL TIMBER CONNECTORS AND HANGERS SHALL BE FULLY BOLTED OPERATIONS. SHOW CLEARLY ALL BRACING FOR TRUSS COMPRESSIVE MEMBERS AND REQUIRED _ Q f f AND/OR NAILED AS INDICATED BY MANUFACTURER, UNLESS NOTED OTHERWISE. ALL CONNECTIONS. ALL CONNECTION PLATES SHALL DEVELOP THE FULL STRESS OF THE WOOD - 1 Z 0 CONNECTORS, HANGERS AND FASTENERS SHALL BE CORROSION PROTECTED PER MEMBERS. THE TRUSS MANUFACTURER SHALL SUBMIT CERTIFICATES FROM AN INDEPENDENT MANUFACTURER'S RECOMMENDATIONS. SIMPSON PREFABRICATED METAL TIMBER TESTING COMPANY THAT ALL TRUSSES DELIVERED TO THE JOB SITE CONFORM TO APPROVED SHOP / - _I n CONNECTORS NOTED. OTHER TYPES OF METAL CONNECTORS REQUIRE PRIOR REVIEW. DRAWINGS. COST OF ALL TEST CERTIFICATES SHALL BE BORNE BY THE TRUSS MANUFACTURER. .., , SILL PLATE TO BE ANCHORED TO FOUNDATION WITH 1/2" DIAMETER X 7 INCH EMBEDMENT HOT AUGER CAST IN PLACE PILING DIPPED GALVANIZED ANCHOR BOLTS AT 4'-O" OC MAXIMUM UNLESS NOTED OTHERWISE. ALL BOLT THE DIAMETER OF AUGER CAST IN PLACE PILES (ACIP) SHALL BE AS SPECIFIED ON THE STRUCTURAL _____ __-------CONSTRUCTION JOIN } '� I- H • HEADS OR NUTS BEARING ON WOOD TO HAVE STANDARD WASHERS. BOLT HOLES IN WOOD DRAWINGS. ACIP PILES SHALL HAVE A MINIMUM LENGTH OF 30 FEET OR BE EMBEDDED A MINIMUM OF OR FACE OF SUPPORTM SHALL BE A MINIMUM OF 1/32"TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT.ALL LAG SCREWS 2 FEET INTO COMPETENT ROCK. ACIP PILES BEARING ON ROCK SHALL HAVE A MINIMUM LENGTH OF 10 90 DEGREE HOOK X r SHALL HAVE PILOT HOLES AS PER LAG SCREW LEAD HOLE SCHEDULE. REFER TO SECTION 11.1 FEET. AXIAL CAPACITY OF THE PILES SHALL BE CONFIRMED BY THE GEOTECHNICAL ENGINEER X � ^ (y` ) OF THE NDS FOR ADDITIONAL INSTALLATION INSTRUCTIONS OF DOWEL-TYPE FASTENERS. DURING CONSTRUCTION. I LAG SCREW PILOT HOLE SCHEDULE (PER SECT. 11.1.4 OF NDS)APPLICABLE FOR: DOUGLAS FIR LARCH, STONE TERRA MSE WALL END HOOKS, ALL GRADES OF STEEL H 1 ' HEM-FIR, ENGINEERED LUMBER,AND 24F GLB PART 1: GENERAL BAR 180° HOOKS 90° HOOKSCe LAG DIAMETER CLEARANCE HOLE FOR SHANK LEAD HOLE FOR LENGTH OF THREAQDED SIZE D E J A 0 In(7) (FULL BODY DIA.) PORTION ONLY 1.01 DESCRIPTION A. THIS WORK SHALL CONSIST OF FURNISHING AND CONSTRUCTION OF A M.S.E RETAINING #3 2 1/4" 5" 3" 6" 3/8"AND SMALLER NOT REQUIRED NOT REQUIRED WALL SYSTEM OR EQUAL IN ACCORDANCE WITH THESE SPECIFICATIONS AND IN REASONABLY CLOSE #4 3" 6" 4" 8" U 7/16" 7/16" 3/16" CONFORMITY WITH THESE SPECIFICATIONS AND WITH THE LINES, GRADES, DESIGN, AND DIMENSIONS #5 3 314" 7" 5" 10" ={ 1/2" 1/2" 1/4" SHOWN ON THE PLANS. Om CA 5/8" 5/8" 3/8" STIRRUP HOOKS (TIE BENDS SIMILAR) #6 4 1/2" 8" 6" 1-0" 314" 3/4" 7/16" I PART 2: PRODUCTS BAR 90° 135° #7 5 114" 10" 7" 1-2" O O 7/8" 7/8" 112" 2.01 DEFINITIONS • SIZE D A A H* #8 6" #9 9 1/2" 11" 1' 3" 8" 11 3/4" 1.-4"1'-7" I 1" 1" 11/16" I A. STRUCTURAL GEOGRID -A STRUCTURAL ELEMENT FORMED BY A REGULAR NETWORK OF I 1 1/8" 1 1/8" 3/4" I INTEGRALLY CONNECTED TENSILE ELEMENTS WITH APERTURES OF SUFFICIENT SIZE TO ALLOW #3 1 1/2" 4" 4 1/4" 3" #10 10 3/4" 1'-5" 1'-1 1/4" 1-10" 1 1/4" 1 1/4" 7/8" I INTERLOCKING WITH SURROUNDING SOIL, ROCK, OR EARTH AND FUNCTION PRIMARILY AS #4 2" 4 1/2" 4 1/2" 3" #11 12" 1'-7" 1'-2 3/4" 2'-0" r1 REINFORCEMENT. #5 2 1/2" 6" 5 1/2" 3 3/4" #14 18 1/4" 2'-3" 1-9 3/4" 2'-7" F�--�1 CA ALL SHEATHING SHALL BE APA RATED GROUP 1, EXPOSURE 1 IN COMPLIANCE WITH VOLUNTARY B. MODULAR UNIT-A CONCRETE RETAINING WALL ELEMENT MACHINE MADE FROM #18 24" 3'-0" 2'-4 1/2" 3'-5" Ci Q PRODUCT STANDARDS DOCUMENT PSI AND DOCUMENT PS2. PORTLAND CEMENT, WATER, AND AGGREGATES. #6 4 1/2" 1'-0" 8" 4 1/2" Ct c..5 O C. REINFORCED BACKFILL -COMPACTED SOIUROCK WHICH IS PLACED WITHIN THE #7 5 1/4" 1'-2"" 9" 5 1/4" 15/32"(1/2" NOMINAL) SHEATHING TO BE C-D WITH SPAN RATING OF 32/16. REINFORCED 501E VOLUME AS OUTLINED ON THE PLANS. #8 6" 1'-4" 10 1/2" 6" HOOK DEVELOPMENT LENGTHS (Ldh) FOR GRADE 60 REBAR 19/32"(5/8" NOMINAL) TO BE C-D WITH SPAN RATING OF 40/20. 2.02 MODULAR CONCRETE RETAINING WALL UNITS ASTM STANDAR REINFORCING BARS * H DIMENSION IS APPROXIMATE BAR I GI • 23/32" (3/4" NOMINAL) SHEATHING TO BE C-D WITH SPAN RATING OF 48/24. A. MODULAR CONCRETE UNITS SHALL BE STONE TERRA AS AUTHORIZED BY STONE TERRA SIZE • 0 WALL SYSTEMS, VANCOUVER WASHINGTON AND PLACED IN ACCORDANCE WITH THEIR DESIGNATION DIAMETER AREA MASS OR Q RECCOMENDATIONS. #3 9" 9" 7" 7" 6" 6" 6" UNLESS OTHERWISE SPECIFIED BY THE PANEL MANUFACTURER, PROVIDE A MINIMUM GAP OF 1/8" B. MODULAR CONCRETE UNITS SHALL CONFORM TO THE FOLLOWING CONSTRUCTABILITY (in_} (in.z) (Ib/ft) FOR#6, #7, #8- 12db C BETWEEN ALL SHEATHING PANELS. ALL FLOOR SHEATHING TO BE TONGUE AND GROOVE. GLUE REQUIREMENTS: VERTICAL SETBACK PER DESIGN DRAWINGS. • n #4 12" 11" 10" 9" 8" 7" 7" 0cc ALL FLOOR SHEATHING WITH STRUCTURAL ADHESIVE, 3M-5200 OR EQUIVALENT, AT ALL #3 0.375 0.11 0.376 #5 15" 14" 12" 11" 10" 9" 9" SUPPORTS. ALL SHEATHING WALLS AND/OR SHEAR WALLS TO HAVE 2X BLOCKING AT PANEL #4 0.500 0.20 0.668 Q i 2.03 BASE LEVELING PAD MATERIAL i EDGES UNLESS NOTED OTHERWISE. #6 18" 17" 15" 13" 12" 11" 10" A. MATERIAL SHALL CONSIST OF A COMPACTED CRUSHED STONE BASE OR NON- #5 0.625 0.31 1.043 REINFORCED CONCRETE AS SHOWN ON THE CONSTRUCTION DRAWINGS. i7' #7 21" 19" 17" 15" 14" 13" 12" WOOD FRAMING FASTENING SCHEDULE #6 0.750 •0.44 1.502 111 .1 ALL NAILS SHALL BE COMMON AND NAILING SHALL BE PER THE NAILING SCHEDULE UNLESS �1 IX ' O #8 24" 22" 19" 17" 16" 15" 14" 2.04 REINFORCED BACKFILL #7 0.875 0.60 2.044 / OTHERWISE NOTED ON THE DRAWINGS. THE FOLLOWING NAIL SIZES SHALL BE USED UNLESS A. REINFORCED BACKFILL SHALL BE FREE DRAINING AND WELL GRADED STRUCTURAL FILL O p# 9 27" 25" 22" 19" 18" 16" 15" NOTED OTHERWISE: #8 1.000 0.79 2.670 PER THE GEOTECHNICAL REPORT. #9 1.128 1.00 3.400 #10 31" 28" 24" 22" 20" 19" 17" B. THE MAXIMUM AGGREGATE SIZE SHALL BE LIMITED TO 3/4 INCHES w O LU A 6D NAIL 0.113 INCH DIA. X 2 INCHES LONG WITH MIN. HEAD DIA. 17/64 IN. C. SITE EXCAVATED SOILS SHALL NOT BE USED IN THE BACKFILL OR IN THE REINFORCED #10 1.270 1.27 4.303 2 �u,•rso 2 - #11 34" 31" 27" 24" 22" 21" 19" 8D NAIL: 0.131 INCH DIA. X 2 1/2 INCHES LONG WITH MIN. HEAD DIA. 9/32 IN. 0 6 Q SOIL MASS. GEOGRID SHALL BE MANUFACTURED BY STRATAGRID, AND INSTALLED WITH THE '� #14 41" 37" 32" 29" 27" 25" 23" 10D NAIL: 0.148 INCH DIA. X 3 INCH LONG WITH MIN. HEAD DIA. 5/16 IN. #11 1.410 1.56 5.313 0 ti 0 SPECIFIED LENGTHS INTO COMPACTED BACKFILL WITHOUT SPLICING. DO NOT OVERLAP BETWEEN z J z Ddb #18 55" 50" 43" 39" 35" 33" 31" 12D NAIL: 0.148 INCH DIA. X 3 /< INCHES WITH MIN. HEAD DIA. 5/16 IN. STONE TERRA BLOCKS. OVERLAP MAY OCCUR IN SOIL IF 4"OF SEPARATION BETWEEN GRIDS IS #14 1.693 2.25 7.65 J �_ 16D NAIL: 0.162 INCH DIA. X 3 1/2 INCHES WITH MIN HEAD DIA. 11/32 IN. Q PROVIDED AT THE END OF GRID, SUCH AS AT WALL CORNERS LESS THAN 45 DEGREES. #18 2.257 4.00 13.6 L i i NOTES: STAPLE OF EQUIVALENT VALUE MAY BE SUBSTITUTED AFTER REVIEW BY ENGINEER. NAILS 0 0 - �' \ 1. FOR BAR SIZES#3 THROUGH #11 ONLY: AND STAPLES SHALL NOT BE OVERDRIVEN. PART 3 EXECUTION 1. ASTM A615 GRADE 40 IS LIMITED TO BAR A. CONTRACTOR SHALL EXCAVATE TO THE LINES AND GRADES SHOWN ON THE SIZES#3 THROUGH #6 r O •i a. IF CONCRETE SIDE COVER>= 2 112"AND END COVER >=2 THEN A CONSTRUCTION DRAWINGS. 2. CHECK AVAILABILITY WITH LOCAL t, I. .i MODIFICATION FACTOR OF 0.7 MAY BE APPLLIED BUT THE LENGTH WOOD FRAMING FASTENING SCHEDULE B. OVER-EXCAVATE DELETERIOUS SOILS AND REPLACE WITH SUITABLE FILL AS REQUIRED. SUPPLIERS FOR BAR SIZES#14 AND#18 ---- . - MUST NOT BE LESS THAN 8 BAR DIAMETER NOR 6 IN. 2. FEPDXY-COATED HOOKS, MULTIPLY THE TABULATED VALUES BY 1.2 3.02 BASE LEVELING PAD 135 DEGREE 90 DEGREE BEND 3 BAR DIMENSION REQUIRED TO MANUFACTURE HOOK ITEM FASTENERS BEND BOT PL TO DECKING/JOISTS (FACE NAIL) 16d AT 8" 0.C. A. LEVELING PAD MATERIAL(S) SHALL BE PLACED TO THE LINES AND GRADES SHOWN ON THE BOT PL/TOP PL TO STUDS(END NAIL) (2) 16d AT 2X4, (3) 16d AT 2X6 CONSTRUCTION DRAWINGS.B. SOIL LEVELING PAD MATERIALS SHALL BE COMPACTED TO A MINIMUM OF 95 STANDARD /o o STANDARD REBAR DIMENSIONS STIRRUP HOOKS AND TIE BENDS STANDARD HOOKS AND EMBEDMENT BUILT-UP DBL STUDS (FACE NAIL) 10d AT 8"O.C. STAGGERED OR 90 % MODIFIED PROCTOR. DBL TOP PL (FACE NAIL) (14) 10d EA SIDE OF JOINT C. LEVELING PAD SHALL BE PREPARED TO ENSURE FULL CONTACT TO THE BASE SURFACE FSO-1.2 I 1 112"= 1-0" FSO-1.2 I 1 1/2" = 1'-0" FSO-1.2 I 1 112" = 1-0" DBL TOP PL CORNERS/INTERSECTIONS (FACE NAIL) (4) 10d STAGGERED OF THE CONCRETE UNITS. CONTINUOUS HEADER(S) (HDRS)TO STUDS (TOE (4) 10d LAP SPLICE LENGTH SCHEDULE 3.03 STRUCTURAL GEOGRID INSTALLATION TYPICAL NAIL) A. GEOGRID SHALL BE ORIENTED WITH THE HIGHEST STRENGTH AXIS PERPENDICULAR TO BAR fc = 2500 PSI • fc= 3000 PSI fc=4000 PSI fc= 5000 PSI fc=6000 PSI TOP PL TO HDRS (FACE NAIL) 16d AT 16" O.C. THE WALL ALIGNMENT. SIZE JOIST TO DBL TOP PL/SILL PL(TOE NAIL) (4) 10d B. GEOGRID REINFORCEMENT SHALL BE PLACED AT THE ELEVATIONS AND TO THE EXTENT CASE 1 CASE 2 CASE 1 CASE 2 • CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 BLOCKING TO STUDS (TOE NAIL) (4) 10d SHOWN ON THE CONSTRUCTION DRAWINGS ORAS DIRECTED BY THE #3 24 36 22 32 19 28 17 25 16 23 JOISTS TO BLOCKING (END NAIL) (2) 10d C. EXTEND GEOGRID TO THE FRONT FACE OF THE STONE TERRA, AT LEAST TO THE INTERIOR STUDS TO HDRS (END NAIL) (6) 16d AT 4X6/4X8 EDGE OF THE CHAMFER. STRETCH GEOGRID TIGHT BEHINED WALL PRIOR TO INSTALLING #4 32 47 29 43 25 37 23 34 21 31 (8) 16d AT 4X10/4X12 COMPACTED BACKFILL OVER. DO NOT PLACE OTHER MATERIALS AT HORIZONTAL JOINTS BETWEEN #5 39 59 36 54 31 47 28 42 26 38 HDRS TO CRIPPLE STUDS (TOE NAIL) (4) 1Od STONE TERRA BLOCKS THAT WOULD INTERFERE WITH TOP AND BOTTOM CONTACT WITH GEOGRID. #6 47 71 43 65 37 56 34 50 31 46 D. GEOGRID REINFORCEMENTS SHALL BE CONTINUOUS THROUGHOUT THEIR EMBEDMENT ROOF TRUSS BOT CHORD TO DBL TOP PL SIMPSON H2.5A LENGTHS. SPLICED CONNECTIONS BETWEEN SHORTER PIECES OF GEOGRID IS NOT ALLOWED #7 69 103 63 94 54 81 49 73 44 67 NAIL-LAMINATED BEAMS (FACE NAIL) 16d AT 8"O.C. STAGGERED W/(3) 16d AT EA. END UNLESS PRE-APPROVED BY THE ARCHITECT/ENGINEER PRIOR TO CONSTRUCTION. #8 78 117 72 107 62 93 56 83 51 76 5.,RUC T U/7,q BLOCKING TO TRUSSES/JOISTS (TOE NAIL) (4) 10d #9 88 132 81 121 70 105 63 94 57 86 ce PROF JOIST LAP SPLICES OVER DBL TOP PL (FACE NAIL) (4) 10d 3.04 REINFORCED BACKFILL PLACEMENT ,`� Fps, RIM JOIST TO JOISTS (END NAIL) (3) 16d A. REINFORCED BACKFILL SHALL BE PLACED, SPREAD, AND COMPACTED IN SUCH A MANNER #10 100 149 91 136 79 118 71 106 64 96 ��"`' ��G t NEcc/A �O� THAT MINIMIZES THE DEVELOPMENT OF SLACK IN THE GEOGRID. 2X6 TONGUE AND GROOVE DECKING (2) 16d HDG FACE NAILS AND (1) 16d HDG TOE NAIL B. REINFORCED BACKFILL SHALL BE PLACED AND COMPACTED IN LIFTS NOT TO EXCEED 8 #11 110 165 101 151 87 131 78 117 71 107 cr65411 PE r- EA. COURSE AT EA. SUPPORTl INCHES WHERE HAND COMPACTION IS USED, OR 12 INCHES WHERE HEAVY COMPACTION EQUIPMENT #14 102* 153* 93* 140* 81* 121* 72* 108* 66* 99* � SHEATHING IS USED. % #18 136* 204* 124* 186* 107* 161" 96* 144* 88* 132* y �•RE • C. REINFORCED BACKFILL SHALL BE COMPACTED TO 95 OF THE MAXIMUM DENSITY AS 'L0 12e 29, �\ G� DETERMINED BY ASTM D1557. THE MOISTURE CONTENT OF THE BACKFILL MATERIAL PRIOR TO AND 4) ROOF 8d AT 6" O.C. AT ALL SUPPORTED PANEL EDGES AND DURING COMPACTION SHALL BE UNIFORMLY DISTRIBUTED THROUGHOUT EACH LAYER AND SHALL BE 4 RYAN ,_� ROOF PERIMETER AND 12" O.C.AT ALL INTERMEDIATE WITHIN 2 PERCENTAGE POINTS DRY OF OPTIMUM. TYPICAL TOP BAR LAP SPLICE LENGTH SCHEDULE SUPPORTS D. ONLY LIGHTWEIGHT HAND-OPERATED EQUIPMENT SHALL BE ALLOWED WITHIN 4 FEET BAR fc= 2500 PSI fc= 3000 PSI 1 fc = 4000 PSI fc= 5000 PSI fc= 6000 PSI 'EXPIRES: 12-31 -2018 I FLOORS 10d GALV OR RING SHANK,AT 6"O.C.AT ALL FROM THE TAIL OF THE MODULAR CONCRETE UNIT. SIZE1 SUPPORTED PANEL EDGES AND FLOOR PERIMETER E. TRACKED CONSTRUCTION EQUIPMENT SHALL NOT BE OPERATED DIRECTLY UPON THE CASE 1 CASE 2 CASE 1 CASE 2 ; CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 t, AND 12"O.C.AT ALL INTERMEDIATE SUPPORTS GEOGRID REINFORCEMENT. A MINIMUM FILL THICKNESS OF 6 INCHES IS REQUIRED PRIOR TO #3 32 47 29 42 25 37 23 33 21 30 No. Date Issue g WALLS 8d AT 6"O.C. AT ALL PANEL EDGES AND AT 12" O.C. AT OPERATION OF TRACKED VEHICLES OVER THE GEOGRID. TRACKED VEHICLE TURNING SHOULD BE 1 06.27.17 PHASED PERMIT-FOUND. '; ALL INTERMEDIATE FRAMING MEMBERS KEPT TO A MINIMUM TO PREVENT TRACKS FROM DISPLACING THE FILL AND DAMAGING THE GEOGRID. #4 42 62 38 56 33 49 30 45 28 41 , F. RUBBER TIRED EQUIPMENT MAY PASS OVER GEOGRID REINFORCEMENT AT SLOW #5 51 77 47 71 41 62 37 55 34 50 SPEEDS, LESS THAN 10 MPH. SUDDEN BRAKING AND SHARP TURNING SHALL BE AVOIDED. 2 GLUE LAMINNV BEAMS, G. AT THE END OF EACH DAY'S OPERATION, THE CONTRACTOR SHALL SLOPE THE LAST LIFT #6 62 93 56 85 49 73 45 65 41 60 GLUE LAMINATED BEAMS SHALL BE 24F V4; DF/L, EXCEPT CANTILEVERED OR CONTINUOUS BEAMS TO OF REINFORCED BACKFILL AWAY FROM THE WALL UNITS TO DIRECT RUNOFF AWAY FROM WALL #7 90 134 82 123 71 106 64 95 58 88 BE 24F-V$, COMPRESSION PERPENDICULAR TO GRAIN TO BE 650 PSI, DRY USE (MOISTURE CONTENT FACE. THE CONTRACTOR SHALL NOT ALLOW SURFACE RUNOFF FROM ADJACENT AREAS TO ENTER P LESS THAN 16% IN SERVICE CONDITIONS), INDUSTRIAL GRADE, 2 COATS OF SEALER THAT BOND TO THE WALL CONSTRUCTION #8 102 153 94 140 81 121 73 108 67 99 THE SURFACE OF THE MEMBER, WATERPROOF GLUE, AND IS MANUFACTURED AND CERTIFIED PER #9 115 172 106 158 91 137 82 123 75 112 3 THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC),ANSI/AITC A 190.1, ASTM D-3737 AND in CERTIFICATION STAMPED. CAMBER IS EQUAL TO A 2600' RADIUS BETWEEN SUPPORTS FOR SPANS 3.05 FILTER FABRIC #10 130 194 119 177 103 154 93 138 84 125 I B OVER 24', OR AS NOTED ON DRAWINGS. NO WHITE SPECK PERMITTED. GLUE LAMINATED COLUMNS FILTER FABRIC TO BE NON-WOVEN GEOTEXTILE (AMOCO 4545, MIRAFI 140N, OR EQUIVALENT). #11 143 215 132 197 114 171 102 153 93 140 Project Architect SHALL BE COMBINATION NO. 3. DF/L, INDUSTRIAL GRADE,AITC CERTIFICATION, DRY USE (MOISTURE CONTENT LESS THAN 16% IN SERVICE CONDITIONS), (2) COATS OF SEALER. EASE EDGES ON GLUE #14 133* 199* 121* 182* 106* 158* 94* 141* 86* 129* E Project Designer LAMINATED BEAMS TO BE COMPATIBLE WITH STEEL AT CONNECTIONS. #18 177* 266* 162* 242* 140* 210* 125* 188* 115* 172* :n 1 PRESSURE TREATED LUMBER * Date 6.27.2017 ., ALL STRUCTURAL WOOD MEMBERS EXPOSED TO WEATHER OR AS NOTED ON DRAWINGS OR AS NO LAP LENGTHS ALLOWED, NUMERICAL VALUES ARE FOR DEVELOPMENT LENGTH ONLY N REQUIRED BY IBC SECTION 2303.1.8, SHALL BE PRESERVATIVE TREATED IN ACCORDANCE WITH NOTES: Job Number m AMERICAN WOOD-PRESERVERS ASSOCIATION USING (ACQ, CA-B, DOT)STANDARD U1 AND M4 FOR 1. DIMENSIONS ARE IN INCHES 161194 SPECIES, PRODUCT, PRESERVATIVE, AND END USE. RETENTION AMOUNTS SHALL BE AS REQUIRED FOR AWPA USE CATEGORY STANDARDS FOR STRUCTURAL APPLICATIONS. FOR ABOVE GROUND 2. CASE 1 AND CASE 2 ARE DEFINED AS FOLLOWS Drawn By EA APPLICATIONS RETENTION OF 0.25 LBS PER CUBIC FOOT OF ACQ OR 0.10 LBS PER CUBIC FOOT OF CA- BEAMS OR COLUMNS: CASE 1: COVER >= db AND c-c SPACING >=2 db B BASED ON AWPA USE CATEGORY STANDARDS UC1, UC2, UC3A, UC3B. FOR GROUND CONTACT, CASE 2: COVER < db AND c-c SPACING < 2 db Checked By FRESH WATER IMMERSION APPLICATIONS RETENTION OF 0.40 LBS PER CUBIC FOOT OF ACQ OR 0.25 ALL OTHERS: CASE 1: COVER >= db AND c-c SPACING >= 3 db ARL LBS PER CUBIC FOOT OF CA-B BASED ON AWPA USE CATEGORY STANDARDS UC4A, UC4B. FOR IN CASE 2: COVER < db AND c-c SPACING < 3 db N-- GROUND .GROUND STRUCTURAL APPLICATIONS RETENTION OF 0.60 LBS PER CUBIC FOOT OF ACQ OR 0.31 LBS Tit1e0 PER CUBIC FOOT OF CA-B BASED ON AWPA USE CATEGORY STANDARD UC4B. FOR ABOVE GROUND, 3. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12"OF CONCRETE CAST BELOW THE BARS STRUCTURAL NOTES N CONTINUOUSLY PROTECTED FROM LIQUID WATER APPLICATIONS (SILL PLATE) RETENTION OF 0.25 LBS PER CUBIC FOOT OF ACQ OR 0.10 LBS PER CUBIC FOOT OF CA-B OR 0.25 LBS PER CUBIC FOOT BASED ON AWPA USE CATEGORY STANDARDS UC1, UC2. Sheet Number o 4TYPICAL REBAR LAP SPLICE SCHEDULE a FSO-1.2 1 112" = 1' 0" FSO.1 .2 ii0 0O TABLE 1 MASONRY TABLE 5 1 - - MASONRY LEVEL B 7 _ i© REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS REQUIRED TESTING for SPECIAL INSPECTIONS 110 INSPECTION TABLE 1.19.2-LEVEL B QUALITY ASSURANCE TESTING 44, El SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS VERIFICATION OF FIM AND F'AAC IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.4 B PRIOR TO CONSTRUCTION, EXCEPT WHERE SPECIFICALLY FREQUENCY = • " K E P H A R T EXEMPTED BY THIS CODE REFERENCE REFERENCE Continuous Periodic SYSTEM or MATERIAL IBC CODE CODE or STANDARD REMARKS • SOILS INSPECTION �ammuchitecture y planning REFERENCE REFERENCE Continuous Periodic architecture 2555 WALNUT STREET DENVER,COLORADO 80205 TABLE REFERENCE CODE OR STANDARD GEOTECHNICAL www.kephart.com GEOTECHNICAL INVESTIGATIONS 1705.6 FOR CRITERIA 1803 GEOTECHNICAL ENGINEER TO PERFORM 1803 TESTING OF COMPACTED FILL MATERIALS VERIFY MATERIALS BELOW SHALLOWFREQUENCY(a) FILL IN-PLACE DENSITY OR PREPARED FOUNDATIONS ARE ADEQUATE TO ACHIEVE TABLE INSPECTION TASK TMS 402/ TMS 602/ REMARKS SUBGRADE DENSITY 530. THE DESIGN BEARING CAPACITY 1705.6 ASCE 5 ACI 53AASCE 6 CI / VARIES; AS SPECIFIED BY THE GEOTECHNICAL ENGINEER ar0 1705.6 CLASSIFICATION AND _ _ VERIFY EXCAVATIONS ARE EXTENDED TO TABLE MATERIAL VERIFICATION TESTING OF - _ _ PROPER DEPTH AND HAVE REACHED PROPER 1705 6 CONTROLLED FILL MATERIAL MATERIALS Continuous Periodic TABLE AS SPECIFIED BY THE GEOTECHNICAL ENGINEERM l LLE R PERFORM CLASSIFICATION AND TESTING OF a. PROPORTIONS OF S1TE-PREPARED Art. 2.1, I CONCRETE COMPACTED FILL MATERIALS 1803.5.1 MORTAR 2.6 A X AT THE TIME FRESH CONCRETE IS SAMPLED CONSULTING b. CONSTRUCTION OF MORTAR FABRICATE SPECIMENS FOR STRENGTH ASTM C 172 FABRICATE SPECIMENS AT TIME FRESH CONCRETE IS PLACED VERIFY USE OF PROPER MATERIALS, JOINTS Art. 3.3 B X TABLE TESTS,PERFORM SLUMP AND AIR CONTENT ASTM C 31 X ENGINEERS DENSITIES AND LIFT THICKNESSES DURING TABLE c. LOCATION OF REINFORCEMENT Art. 3.4, 3.6 A X TESTS,AND DETERMINE THE TEMPERATURE 1705.3 ACI 318: 5.6, 5.8 ONCE EACH DAY FOR A GIVEN CLASS OF CONCRETE,OR LESS PLACEMENT AND COMPACTION OF 1705.6 OF THE CONCRETE THAN ONCE FOR EACH 150 YDS OF CONCRETE,OR LESS THAN COMPACTED FILL 3.PRIOR TO GROUTING,VERIFY THAT THE9570 SW BARBUR BLVD. X ONCE FOR EACH 5,000 FT2 OF SURFACE AREA FOR SLABS/WALLS. FOLLOWING ARE IN COMPLIANCE: ONCE EACH SHIFT FROM 1N-PLACE WORK OR FROM TEST PANEL• SUITE ONE HUNDRED a.GROUT SPACE Art. 3.2 D, TABLE AND MINIMUM ONE SPECIMEN FOR EACH 50 CUBIC YARDS. PORTLAND, OR 97219 PRIOR TO PLACEMENT OF COMPACTED FILL, TABLE 3 2 F CONCRETE STRENGTH 1705.3 ASTM C39 X "PRECONSTRUCTION TESTS AS REQUIRED PER THE BUILDING T 503.246.1250 OBSERVE SUBGRADE AND VERIFY THAT SITE 1705.6 OFFICIAL" HAS BEEN PREPARED PROPERLY. b.GRADE,TYPE,AND SIZE OF REINFORCEMENT AND ANCHOR Sec. 1.16 Art. 2.4, 3.4 X BOLTS 1 CONCRETE SLUMP ASTM C143 X CAST-IN-PLACE DEEP FOUNDATION ELEMENTS I CONCRETE AIR CONTENT TABLE ASTM C231 X Art. 3.2 E, 3.4, 1705.3 GEOTECHNICAL c.PLACEMENT OF REINFORCEMENT Sec. 1.16 X I CONCRETE TEMPERATURE ASTM C1064 X DRILLING AND TESTING 1705.8 REPORT 3.6 A OBSERVE DRILLING OPERATIONS AND TABLE d.GRO PROPORTIONS OF SITE-PREPARED Art. 2.6 B XT MASONRY MAINTAIN COMPLETE AND ACCURATE 1705.8 RECORDS FOR EACH ELEMENT e.CONSTRUCTION OF MORTAR Art. 3.3 B X 2105.2.2.1 ASTM C62 JOINTS ASTM C216 VERIFY DURING CONSTRUCTION; TABLE VERIFY PLACEMENT LOCATIONS AND AS SPECIFIED BY THE GEOTECHNICAL ENGINEER 4. ASTM C652 TESTING EVERY 5,000 UNIT STRENGTH METHOD 2105.2.2.1.1 FT2 AT LEVEL C PLUMBNESS,CONFIRM ELEMENT DIAMETERS, a. SIZE AND LOCATION OF ASTM 1019CI) BELL DIAMETERS(IF APPLICABLE), LENGTHS, STRUCTURAL ELEMENTS Art 3.3 F X ASTM C55 QUALITY ASSURANCE TABLE EMBEDMENT INTO BEDROCK(IF APPLICABLE) TABLE 2105.2.2.1.2 ASTM C90 AND ADEQUATE END-BEARING STRATA b.TYPE,SIZE,AND LOCATION OF ASTM 61386114== ��/l CAPACITY.RECORD CONCRETE OR GROUT ANCHORS, INCLUDING OTHER TESTING EVERY 5.000 W VOLUMES. DETAILS OF ANCHORAGE OF Sec. 1.16.4.3, - 0 MASONRY TO STRUCTURAL 1.17.1 X I PRISM TEST METHOD 2105.2.2.2 ASTM C1314 FT2 AT LEVEL C THREE PRISMS PER TEST MEMBERS,FRAMES,OR OTHER FOR CONCRETE ELEMENTS,PERFORM CONSTRUCTION ASTMC270 �.tuH Y t10urwivt.c COMPRESSIVE STRENGTH OF MORTAR ADDITIONAL INSPECTIONS IN ACCORDANCE TABLE - - WITH SECTION 1705.3 1705'8 COMPRESSIVE STRENGTH OF GROUT ASTMSG1019 LI ci)._ MECHANICALLY STABILIZED EARTH(MSE)RETAINING WALLS c.PREPARATION,CONSTRUCTION, AND PROTECTION OF MASONRY MSJC H DURING COLD WEATHER Art.1.8 C, GEOTECHNICAL BY THE GEOTECHNICAL ENGINEER X TMS 602-111 THREE MASONRY SPECIAL INSPECTIONS APPLY TO MODULAR UNIT PRODUCT NAME, (TEMPERATURE BELOW 40°F(4.4°C)) 1.8 D TESTING PRISMS FROM CONSTRUCTED 2105.3 ACI 530.1-11/ PRISMS FOR EACH 5000 ( h RESEARCH AND/OR FREQUENCY PER TYPE,AND DIMENSIONS,FOUNDATION PREPARATION,MODULAR UNIT OR HOT WEATHER(TEMPERATURE MASONRY XV INSTALLATION 1707.1 REPORT AND ICC GEOTECHNICAL ENGINEER PLACEMENT,INCLUDING ALIGNMENT AND INCLINATION,GEOSYNTHETIC ABOVE 90°F(32.2°C)) ASCE 6-11/ SQ.FT. EVALUATION ASTM 61314 H REPORTS REINFORCEMENT PRODUCT NAME,TYPE,AND PLACEMENT, BACKFILL H - PLACEMENT AND COMPACTION,AND DRAINAGE PROVISIONS TABLE 6 TABLE 2 d. PLACEMENT OF GROUT Art. 3.5,3.6 C X Art.3.5, 3.6 C I REQUIRED SPECIAL INSPECTIONS for SEISMIC RESISTANCE (SEISMIC CATEGORIES C, D, E, F) ire 1...( eN REQUIRED STRUCTURAL SPECIAL INSPECTIONS INSPECTION I - - - - - -- O Cry INSPECTION I 5.OBSERVE PREPARATION OF GROUT Art. 1.4 B.2.a.3, SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY I REMARKS LJ 1.4 B.2.b.3, REFERENCE REFERENCE SYSTEM or MATERIAL IBC CODE CODE or STANDARD I FREQUENCY REMARKS SPECIMENS,MORTAR SPECIMENS,AND/OR 1.4 B.2.c.3, X Continuous I Periodic I }•.••{ REFERENCE REFERENCE Continuous Periodic PRISMS 1.4 6.3, 1.4 6.4 CONCRETE ,= ' 4 0 CONCRETE TABLE 2 REINFORCING STEEL PLACEMENT IN SPECIAL 1705.12.1 ACI 318 1.3.5 INSPECTORS ARE TO BE QUALIFIED TO PERFORM THESE 0 REQUIRED STRUCTURAL SPECIAL INSPECTIONS MOMENT RESISTING FRAMES AND BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS TABLE AWS D 1.4 X INSPECTIONS WHICH INCLUDES,BUT IS NOT LIMITED TO,THE PLACEMENT,STIRRUPS PLACEMENT,LAP LOCATION AND SPLICES, SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT NAME,TYPE, AND SHEAR REINFORCEMENT ACI 318 3.5.2 AND DIMENSIONS,HOLE DIMENSIONS,COMPLIANCE WITH DRILL BIT INSPECTION 1705.3 JOINT REINFORCEMENT PLACEMENT,ETC. INSPECTION OF ANCHORS INSTALLED IN 1909.1 ACI 318: X REQUIREMENTS,CLEANLINESS OF THE HOLE AND ANCHOR, FREQUENCY (/) HARDENED CONCRETE TABLE 1705.3 3.8.6,8.1.3,21.1.8 ADHESIVE EXPIRATION DATE,ANCHOR/ADHESIVEINSTAELATION, SYSTEM or MATERIAL IBC CODE CODE or STANDARD REMARKS STRUCTURAL WOODCil REFERENCE REFERENCEContinuous Periodic CONNECTIONS FOR DIAPHRAGM CHORDS, ANCHOR EMBEDMENT,AND TIGHTENING TORQUE O STEEL COLLECTORS,BRACING,AND SHEAR WALL X ALL CONNECTIONS VISUALLY INSPECTED 1705.3 TOLERANCES AND REINFORCING PLACEMENT PER ACI 7.5;SPACING ANCHORAGE AND HOEDOWNS O REINFORCING STEEL AND PRESTRESSING 1910A ACI 318:3.5 X LIMITS FOR REINFORCING ACI 7.6 AISC 360 A3.3 - TENDON PLACEMENT 1901.3.2 ACI 318:7.1-7.7 PROTECTION OF REINFORCEMENT PER ACI 7.7 AISC 360 N 3.2 SPECIAL INSPECTION IS NOT REQUIRED WHEN FASTENER SPACING I ASTM STANDARDS FASTENING OF DIAPHRAGM AND SHEAR WALL X IS GREATER THAN 4"ON CENTER FOR WOOD SHEAR WALLS, - CD 1705.2.2.1.2 ACI 318:3.5.2 REFER TO STEEL FOR WELDING REQUIREMENTS MATERIAL VERIFICATION OF HIGH-STRENGTH SPECIFIED IN X MANUFACTURER'S CERTIFIED TEST REPORTS SHEATHING WITH EDGE NAILING<4" DIAPHRAGMS, NAILING, BUILDING AND OTHER COMPONENTS IN THE WELDING REINFORCING STEEL 1903.1 AWS D1.4 X TABLE 1705.2.2, ITEM 2b BOLTS,NUTS,AND WASHERS CONSTRUCTION SEISMIC FORCE-RESISTING SYSTEM. 1)VERIFICATION OF WELDABILITY OF TABLE AWS D1.4 DOCUME RCSC 2.1 TS ( TABLE 7 0 00 REINFORCING STEEL OTHER THAN ASTM A 1705.2.2 ACI 318: SECTION CTION x REQUIRED TESTING for SEISMIC RESISTANCE SPECIAL INSPECTIONS ..... .. RCSC SPECIFICATION TESTING 2)REINFORCING STEEL RESISTING FOR STRUCTURAL SYSTEM or MATERIAL FREQUENCY FLEXURAL AND AXIAL FORCES IN IBC CODE CODE or STANDARD REMARKS JOINTS USING ASTM REFERENCE REFERENCE INTERMEDIATE AND SPECIAL MOMENT TABLE AWS D1.4 Continuous Periodic FRAMES,AND BOUNDARY ELEMENTS OF 1705.2.2 ACI 318:SECTION 3.5.2 x SNUG-TIGHT JOINT HIGH-STRENGTH BOLT 1705.2.1.1 A325 OR A490 BOLTS X ALL CONNECTIONS INSPECTED AND VERIFIED SNUG SPECIAL STRUCTURAL WALLS OF INSTALLATIONSECTION 9 I CONCRETE REINFORCEMENT CONCRETE AND SHEAR REINFORCEMENT AISC 360,SECTION TEST A615 REINFORCEMENT USED TO RESIST M2.5 EARTHQUAKE INDUCED LOAD IN SPECIAL MOMENT FRAMES,SPECIAL STRUCTURAL - TABLE AWS D1.4 - WALLS,AND END COUPLING BEAMS 1705.12.1 ACI 318: 21.1.5.2 x NOT REQUIRED WHEN CERTIFIED MILL TEST REPORTS ARE 3)SHEAR REINFORCEMENT 1705.2.2 ACI 318: SECTION X CONNECTING STRUCTURAL WALLS IN PROVIDED 3.5.2 ASTM A6 STRUCTURE ASSIGNED TO SEISMIC DESIGN TABLE AWS 01.4 SPECIFIED IN ASTM STANDARDS CATEGORY B,C,D, E AND F 4)OTHER REINFORCING STEEL ACI 318: SECTION X 1705.2.1 CONSTRUCTION 1705 2.2 3.5.2 MATERIAL VERIFICATION OF STRUCTURAL TEST A615 REINFORCEMENT FOR STEEL 2203.1 DOCUMENTS X CERTIFIED MILL TEST REPORTS WELDABILITY WHEN SUCH REINFORCEMENT 1705.12.1 ACI 318: 3.5.2 X TABLE 1705.2 IS 70 BE WELDED TABLE ACI 318: 1.3.2.0 AISC 360 N3.2 PLACEMENT OF CAST IN PLACE ANCHOR 1705.3 AC1 318:8.1.3 BOLTS 1908.5 ACI 318:21.1.8 X ALL BOLTS VISUALLY INSPECTED AISC 360 A3.1 TABLE 9 1909.1 ACI 318-APPENDIX D AISC 360 M5.5 STRUCTURAL OBSERVATION AISC 360 N3.2 INSPECTION TABLE MATERIAL VERIFICATION OF WELD FILLER TABLE 1705.2 AISC 360 A3.5 X MANUFACTURER'S CERTIFICATE OF COMPLIANCE FREQUENCY 1705.3 METALS APPLICABLE AWS A5 SYSTEM or MATERIAL IBC CODE CODE or STANDARD REMARKS DOCUMENTS REFERENCE REFERENCE Continuous Periodic ACI 318: CHAPTER 4 - VERIFYING USE OF REQUIRED MIX DESIGN(S) 1904 AC1318:5.2-5.4 X COMPLETE AND PARTIAL JOINT PENETRATION TABLE 1705.2 AWS D1.1 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 GROOVE WELDS SECTION 6 PRIOR TO FIRST CONCRETE PLACEMENT AT 1704.5 X 1904.2 PILE CAPS 1910.2 MULTIPASS FILLET WELDS TABLE 1705.2 AWS D1.1 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 PRIOR TO FIRST CONCRETE PLACEMENT AT 1910.3 SECTION 6 1704.5.1 X EACH ELEVATED PT SLAB SINGLE PASS FILLET WELDS GREATER THAN AWS D1.1 TABLE ACI 318: 1.3.2.D 5/16" TABLE 1705.2 SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 PRIOR TO COVER OF WOOD FRAMING AT CONCRETE PLACEMENT 1705.3 ACI 318: 5.9-5.10 x EACH BUILDING LEVEL 1704.5.2 X PLUG AND SLOT WELDS TABLE 1705.2 AWS D1.1 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 - TABLE - SECTION 6 CONCRETE/SHOTCRETE CURING 1705.3 ACI 318: 5.11-5.13 X SINGLE PASS FILLET WELDS LESS THAN OR AWS D1.1 1910.9.1-3 EQUAL TO 5/16" TABLE 1705.2 SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 l RUC T OF 0,9 PROpe VERIFICATION OF IN-SITU CONCRETE TABLE MATERIAL VERIFICATION OF REINFORCING TABLE 1705.2 ACI 318:3.5.2 X CERTIFIED MILL TEST REPORTS <( ss STRENGTH PRIOR TO STRESSING OF 1705.3 ACI 318: 6.2 x STEEL FOR WELDING 1705.2.2.1.2 AWS D1.4 �• ��G I N�k'�A �0 TENDONS IN POST-TENSIONED CONCRETE 1901.3.94-u WELDING REINFORCING EXCEPT AS NOTED TABLE 1705.2 ACI 318:3.5.2 X ct~ 654+1 PE (- OTHERWISE 1705.2.2.1.2 AWS D1.4 - /� �I STRESSING OF TENDONS IN POST-TENSIONED 1705.3 ACI 318: 1820.1 X AISC 360 N3.2 .01.1".. TABLE •""y RE •• N fr3 CONCRETE 1901.3.10 AISC 360 A3.4 2©�ptcli,e 29, ‘. • AND G MATERIAL VERIFICATION OF ANCHOR BOLTS ASTM STANDARDS X MANUFACTURER'S CERTIFIED TEST REPORTS RYAN \ VERIFICATION OF IN-SITU CONCRETE PRIOR AND THREADED RODS SPECIFIED IN TABLE CONSTRUCTION TO REMOVAL OF FORMS AND SHORES FROM 1705.3 ACI 318:6.2 X DOCUMENTS EXPIRES: 12-31 -2018 I ELEVATED BEAMS AND STRUCTURAL SLABS11 VERIFYING USE OF PROPER WPS'S AISC 360 N3.2 COPY OF WELDING PROCEDURE SPECIFICATIONS - a MASONRY No.1 Date Issue 8i VERIFYING WELDER AND WELDING 1705.2.2.1 X COPY OF QUALIFICATION CARDS - 1 106.27.17 PHASED PERMIT-FOUND. MASONRY LEVEL B INSPECTOR QUALIFICATIONS I _I E. m TABLE 1.19.2-LEVEL B QUALITY ASSURANCE I g CONTINUOUS INSPECTION IS NOT REQUIRED WHEN WELDS 1. VERIFICATION OF FM AND F'AAC IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.4 B PRIOR TO CONSTRUCTION, EXCEPT WHERE SPECIFICALLY INSTALLED WITH AN AUTOMATICALLY TIMED STUD WELDING v' EXEMPTED BY THIS CODE WELDING STUDS EXCEPT AS NOTED AISC 360 N6 OTHERWISE AWS D1.1 SECTION 7 X MACHINE PER SECTION 7 OF AWS D1.1 (ONLY PERIODIC), 1705.2(3) "g INSPECTION ALL WELDS VISUALLY INSPECTED PER AWS D1.1 7.8.1zo- - REFERENCE CODE OR STANDARD FOR CRITERIA WELDING STAIR AND RAILING SYSTEMS 1705.2(2.5) AWS D1.1 SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 Project Architect E WOOD Project Designer 1705.5 ICC EVALUATION SPECIAL INSPECTIONS APPLY TO HOLDOWN ANCHOR SIZE AND i FREQUENCY(a) REMARKS 1704.2.5 REPORT PREFABRICATED WOOD SHEAR PANELS X PLACEMENT,INCLUDING EMBEDMENT LENGTH,SPACING,AND INSPECTION TASK TMS 402/ TMS 6021 Date ACI 530/ ACI 530.1/ EDGE DISTANCE 6.27.2017 2 ASCE5 ASCE6 Job Number co 161194 co E N M Drawn By EA § Continuous Periodic 1. VERIFY COMPLIANCE WITH THE By ARL Art. 1.5 X APPROVED SUBMITTALS Checked 1.--. Title r 2. AS MASONRY CONSTRUCTION BEGINS, - SPECIAL INSPECTION N . VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE: TABLES I- Sheet Number 0 2 >- FSO-1 ' �0 0 11.. imam: 110 l& El - � =�_ E P H ART IP - . • . . . - - - r .T� - -- --- - ,om placr) nning n . ' : :- ■�� w I I / l l 1 I ■■■■r�■■�o■�ws■ ice■ ^T�-� �_ �� -MNMMMIIMNIIIIIIIIIIIPIMAPIIIIIIP-----mimes • .�_.�_ ........_. .. ■.�... UU•I �m�:- .�■alms• T v� �Uvi mune pn architecture •.. : . :-.. • � � -..• -----■�■■n� _�w�r ■. �::�ic' :-:� . • _�`:�i■o �■■■�w■�w� 80205 _ — ... •/ ---_ - N11 2555 WALNUT STREET DENVER COLORADO • . . � www.kephart.com • .l v' 009 • • :� • PI: 20+07.19 0 oN \,...,„;,... 10+00 MILLER II 4--, il -,: ______74: • o a + c � 9.,. :• .: � �`_'`` �. CONSULTING11 °[ ENGINEERS Pt: 10+50.26 .' 9570 BUR LV Via____-_ ... _ SW BAR B D p ' . . _ ' . . . . -- SUITE ONE HUNDRED / :• '''''''....:..-.'.-1-11"..''''''..-.::::::''''''''''.''. mem an, 001__ - _ PORTLAND, OR 97219 - 1.... c� c� o e^ i c� o '. / PI: 17+52.84 � .- o______ �,` . . .. ..t�'..: . . . . • . •1� • '.....:• ::•1; .11: � T m503.246.1250 PC: 10+84.93 � � ..7.:.,•:.:::.• � ' • ' ' '._ ^'• _ �� ,•'i , '� : `'"_ '� . .. + 00 11, tl� - r—. 00 00 0�.••-, �.� c�0000 .� " 4, � � - � � � JTE..1. _ _ __ ; FSU-2.2 � FSO-2.2 co \ � • � � � 16+71.7 ` '1 — __._oar-,- ,. o 0 0 a c �ac^�`. c-.�0 0 0 op-.-j ,-_.o.--,ca o 0 0 o c.r� r� = o o = o = e� e= c= c� o o PI: 11+81.73 --- m-. ...... ..._ ..--- -- —- -----__--7.__r3_77-...._ - - -: - -. -. _ - - - - - _._ _. ...-- © © � RETAINING WALL �, . . 1 " ''' . . • FSO 2.2 FSO-2.2 TYP FENCE CONN. AI N 4) SITE RETAINING WALL PLAN 1 w_40�, � � FSO-2.1 C!� . . ' . FSO-22 � r Fso-2 2 ® ........VI H 1.3 AI FSO-2.2 � all FSO.2. SO-22 0 1.1 FSO-22 FSO-2 2 FSO-2.2 FSU-2,2 FSO-2.2 FSO-2.2 AIN FSO-2.2 ,�.I `./ . ' `� E IZA; 184 -----LL-- MI Imo' O 184 180 O CD 180 : ---- Z_.....1 . . , . . 7 .. : '''' ' TOP OF WALL �..{ ,76 (� - -' <0. - . --__ CD 176 - :j71 131 O 172 O 0 O 11 172 168 168 1 '------------ ,, ,-. ..., 164 \.... ______ 6 160 FSO-2. _ __ _ TYP 160 BOTTOM BOTTOM OF OF WALL LEVELING PAD L _ _ _ , 158 13+00 14+00 15+00 156 11+00 12+00 10+00 I40 " ,�r� _ ._..._..., ,.. FSO 2. OFS10-.42.2 ......_ L ____ ___. _ ____ _____ _ ___ — .____ _ � L L ......_______ L1.5 � FSq_2,2 An FS® FS'`„.. , i - ,.______ Am L. ___- 1.6 FSO-2.2 FSO-2.2 FSO-2.2 FSO-22 L FriSO-2.2....,.. L T alk 00 _ - 184 184 S�gUCTUI�q� � IS 5 ,�G 1 N FF /O 180 Ali 'A 654�1PE k-- 400;ipe, 180 TOP OF WALL �tiO��G�e 29 �,�+.\ � � / 176 ' RYA�1 �'� L L , EXPIRES: 12-31 -2018 176 �� / No• Date Issue 8� 172 Ni 06.27.17 PHASED PERMIT-FOUND. 64 -------------- 172 F. \ ' 168 en al 168 _ �1 "—! �- --- --- ----____ — Project Architect 1-,,. o _ . - --- — Project Designer ;; —7---- L , _ ___ _ -_ _ - _- -._ -- _._ .-- _...�.. -_ �. �. —� -._ -+ �_ �.� I 41 _ — _ — — — — _" — �- —' 164 � - - - Date 627.2017 N 164 Job Number 161194 o.0 N I N BOTTOM \-- BOTTOM OF Drawn By mss, 160 OF WALL LEVELING PAD ------------- Checked By ARL 160 �, Title SITE RETAINING WALL N - 156 PLANS 19+00 20+00 �... _____,T_______„.. 156 16+00 17+00 18+00 15+00 Sheet Number (� } _. ,_ 2 RETAINING WALL ELEVATION . FSO2. 1 VERTICAL:1/2 1 CL OU o FSO-2.1 HORIZONTAL: 1 -20, CURB AND PARKING ,i ibm BUMPER PER CML All SS ■ '41 1 PAVEMENT PER CIVIL GEOGRID BEHIND SETBACK c) 250 VEHICLE PER 10IFS02.2 '' GEOGRID BEHIND K P H A R T �+ SURCHARGE FENCE POST fil. PER 91FS0 2.1STONE TERRA 7DESIGNED BY , community pfanning FULL BENCH BLOCK " OTHERSarchitecture 2555 WALNUT STREET A DENVER COLORADO 80205 V Y, I, �, ' 'i r y. 1 www.kephart.com GEOGRID BEHIND !X,,,,Ot + .i�X�• 4*- r i 0r.i 4rIev:�!�'4-r. X !T - - e 4x HOLE DIA. (MIN.) y PER 9IFS0-2.2Pr, / TYP. FROM EDGESI �I 4.. • NO GEOGRID UNDER STONE TERRA OF CONC. BLOCK �i�. at _ G5 STRATAGRID SG350, TYP BENCH BLOCK .. /' / -/ BENCH BLOCK,TYP \1 I \t' / ilikwo Ilk ? -! 0 0 0 0 •�.:_ _� <> TYP i .. • !E! I, s iii''. II I tl7 i a �� _ ,�� , COMPACTED, WELL GRADED, ; \I • •\ ..--"' ["" STONE TERRA To 0 0 0 0 --� �� f FREE DRAINING REINFORCED .;41 a a \ I V /BACKFILL. PER GEOTECHNICAL I Ifr I MILLER FULL BLOCK REPORT. o / \ CONSULTING I I I \ / (1 NON WOVEN FILTER ;r1 ;fib*+ +1� �1 w .gar I \� �I/ \ ice+ �1 �� + ~� �+ ~� �+ i� �� -�o o a o 0_ FABRIC ENCLOSING ��__., w ENGINEER S 5 STRUCTURAL BACKFILL �- \I � 9570 SW BARBUR BLVD. co FS0-2.2 /- CORE DRILL DOLE IN TOP I1 l/ _ G2 ( , BLOCK UNIT WI HOLE DIAMETER / 1I� SUITE ONE HUNDRED RETAINED SOIL 1" LARGER THAN FENCE POST DIAMETER \I` I PORTLAND, OR 97219 - ›•-1''1, 0 0 0 0 o I FILL WITH NON SHRINK GROUT / T 503.246.1250 ZN -- _1 G1 o -' i•--I �_J l r -r 0 0 0 C 0 11 APPROXIMATE EXCAVATION LINE- CUT SLOPE AS REQ'D. FENCE CONNECTION (-3) OUTSIDE 90 DEG CORNER4 INSIDE 90 DEG CORNER JSHA OR GEOTECHNICAL ENGINEER RECOMMENDAT ONS FS0-2.2 314" = 1'-0" IS0 3/16" = 1'-0 FSO-2.2 314" = 1-0" !fit e.1"! '. !.4 DRAIN PER CIVIL 6" 6" Et:: 3._0" CO I l I SECTIONBLOCKS H L1 L2 L3 L4 L5 G1 G2 G3 G4 G5 I Li Z 0 ® 2 4.-0. FSO-2.2 - - - - - / \_/ \ ., \ / //\ ` W 1.2 W FS0 2.2 3 6'-O" 2'-0" - - - - 6'-6" - - - - .,,, EXTEND GEOGRID GEOGRID PER 11FS0-2.2 2 H OVER TOP AND ALIGN F 1.3 4 8'-0" 2'-0" 2'-0" - - - T-6" 7'-6" - - - WI FRONT EDGE OF �� I)-2.2 BLOCK � < L.--- 1 I o 0 C� \ / 1--...1 1.4 5 10'-0" 2'-0" 2'-0" 2'-O" - - 10'-6" 10'-6" 10'-6" - - - o- a 4v by �v pv �w aV \� a LS aY ,\ v 7\ \ FS0-2.2 �I��I��f�i.;1 ��I�I�I I��1,:�1s1�1�i / Ce '0or•~•�•�•�• ..•••Pior•��am•+• *'•�. O C� 1.5 6 12'-0" 2'-0" 2'-0" 2'-O" 2'-O" - 11'-6" 11'-6" 11'-6" 11'-6" .d.•.•``.• I`.•.�. U FSO-22 "+�or�or�or�or�`*�M I ,1 CI7 14'-0" 2'-0" 2'-0" 2'-0" 2'-O" 2'-O" 12'-6" 12'-6" 12'-6" 12'-6" 12'-6"1.6 '‘weD1111 op 1111 or 1111 op i aril"are 0 FS0-2.2 �� wr I�I0I�i�1,,�1 / 11114C �-•� 0 � . - � . � / 9' 9' 9` 9' G. V. o-V v a-" 4'" 0=- a-" q \'Y OV 6V 6V r "1�1IPA4P�1411 NIPA01•410"1*- 1=1=1-14-1-1-1AiPAIPAOw1. ��__1 • • • • ,. - • 41 - • • • • • • • • i • • • I I • C/A 2'-0" CRUSHED STONE LEVELING PAD 1:11Cl) c) - _ OR MIN 2,000 PSI CONCRETE, r h CeO DEPTH PER 11FS0-2.2,TYP `./ O STONE TERRA MSE RETAINING WALL 5 GEOGRID INSTALLATION AT WALL s-2.2 LEVELINGPAD TEP O FSO-2.2 3/8"= 1-0" FSO-2.2 1"= 1'-0" 3/4"= - " (...9 ., ii- \ /� /. / A /,, /\ .„\ / \ DRAINAGE DRAINAGE PIPE PER CIVIL f PIPE PER CIVIL / \/ \_/ V / \•/ \/ \_/ \ \ 7\ / STONE TERRA \ , , �•• A •° \ / HALF BLOCK - V +t. a � ` N I 4 a 4 A Ajr / \ \ / / . :t '- '\ \ /\ \ __/ \ ` > \ __ - / / \ I • . ' '• ( /\ / da :- V •�� d C d 1 1 . ' 0 ' N ..• • 11 , . . . . ., • ./ ./ \ I 1 �+ �� • A+ �+ �• t• t� l� ♦� ♦+ y� y� y� y� y� �� yA y� yw �w A� �+ �• y. �+ �� y+ L+ L+ L� y l y� 14:14.4:1:4-1:::::::4-11:1: + •A A+ F+ y� }� -`= = �= '=-.` ` ^` y` ',I �,`� 1` A`.�.�� ♦� �• �* P' �• r� �� '� '� '� �� 1� �� A �� A `+ ; • �► rr �► �r • • r �r r •' i s rr •�.�► • • • ar • • • • • • fi�i�a�ir�ir��r�i�i�i�i�i�i�s��i�i�i��i�i�� • • �► ��i>a��i�i�i��i�ir�ir�ir�ir�i I 1 f� f�f ys ,04%,I �f�r�f ,si,„A �•f.f��.f�f.fs�r/f ]f�i�f ��1��i i*i•�i•�1..4_11.0....i�i•�s�i�ifmit!��f�f�f�t�r=frr �`-s� :wde't � : � RISA �2:2�:ai:�,�:�r:��:w :r, :2�:�4:+► Ci i cb �� nam _ ..,,L4..4_410.,.nn /��/1�� cz rti��- mss_h rte•_ ��2 rra ck � ¢ re ¢ - :_ _ �� DRAIN PIPE PER CIVIL 48"x48"x24"CONCRETE 24"x24 x24"CONCRETENEROSION EROSION BLOCK CAST AROUND I CONTROLRBLOCK CAST AROUND CONTROL THRU PIPE, MIN 3,000 THRU PIPE, MIN 3,000 PSI CONCRETE PSI CONCRETE SECTION A-A SECTION A-A .c FtU C T(JR4 7 24"-48"0 PIPE THRU RETAINING WALL 8 24"-48"O PIPE THRU RETAINING WALL \��.�° PR°FFss �� Cy1lVEF /0 FSO-2.2 1/2" = 1'-0" � FSO-2.2 1/2" = 1-0" �" X654 t 1 PES •RE a WALL HEIGHT/4 �.. IllhII1«iflhlIlllia1111111111111 !geb,r--.4000.... �� 1:& 29, �\'' .7) 111111111111111 . 111 3"OF BACKFILL IS REQUIRED 111111111 ��11�11!!��l1111111I111111111111111111111111 �� RyAts `� • .. . . , �� 11111111111111111111111_ �1�«j��f� 111111111//��j/ EXPIRES: 12 31 2Q18 � �� II111�II�l1��I11��1��1�� //�� 1 BETWEEN OVERLAPPING GEOGRID � I� I I I PLACE ADDITIONAL PIECES OF �� \11111....• i;, lllll!!1l1111;;1j��r`"........... �, I GEOGRID WHEN ANGLE EXCEEDS 20° \ \\�� ii111111II114.4.11_',/,_4"./ �� r. LENGTH ��\ �,allllllllllllllll /� J /G� , PER 11FS0-2.2 ��\\ _``moi,, ///r //� �� No. Date Issue 8 TYP �s w r _ _ . . _ _,. ,_ . „i ‘h,%j � •''. �� \ � 1 06.27.17 PHASEDPERMIT-FOUND. • a i r ' 13['' i'l c, l'i 1 t: ,_,„...._.- .-•:-._,..,,..--,..,.-•z--_,,....„.... ....--"._,,,....-7& • ' I 'S' aiI 0 �� I ��1 Project Architect ill Il Q ' ��- '1 _- Project Designer 1 I 1 I i I 8 I I I II i i..- jj .. --411 I 2 ={� II ,. r `_- '< _ i Date 6.27.2017 g �I - 3" OF BACKFILL IS a ---, REQUIRED BETWEEN == \ Job Number 161194 OVERLAPPING =� N \tr----0A-A- GEOGRID - Drawn By EA. . - .- � �/ '-- MINI111111111 • .,, 3 1. . . • :�I I� % �%%�i ,i,,'' ,z1., \=\� ,ter V Checked By ARL CORNER UNIT d.._ i W �'-;!��. iii iiia \\\\� �.`s.',, , •••,,_ •,., _._ / �ii�� ilirllrnllli MiM '\401�1``\ \\\\��;�\\ �\�/ Title / /,, +� .\ SITE RETAINING WALL il�lii �, .. M1� a �`��\ 10111, I4e. I�I11�R, `�%�� ///1lkii1 1 "� 1�1�,,.`' � S ...: \ D ETAI L i t, V Sheet Number = 90 GEOGRID LAYOUT FOR RADIUSED CORNERS IY GEOGRID LAYOUT AT CORNERS } FS0-2.2 1/4" = 1'-0" FSO-2.2 F so.2 .2 d3116"= 1'-0" 0 © (A-A) (A-B) (A-C) (A-D) (A-E) (A-F) A-G) (A-H) A-J (A-K) A-L A-M) OH is 111240'-2" K E P H A R T 1T-0" 28'-0" 17'-0" 1'-11" / 28'-0" 28'-0" 28'-0" 28'-0" I 18'-11" 1 28'-0" I 17'-4" 1 _ _ _ = ccmmunity planning architctI I e 2555 WALNUT STREET DENVER,COLORADO 80205 www,kaphart com I I I 1 I I I I I I I I CO O I k I ! I I I I I I I I r 6 11.1141 I I I I I I ! I I I I r S5-1. Iw la N I ® I YP 1III TYP - z\ ( I. NG /i\ I i G G G,\5 255-1. I ' / jtell1;\ � e- -t- MILLER A-1 -i- — ] — - r f -� — � _ I • • 71 —� [9s' 10v2"]TYP sr v _ E+0 _ ® ® O I CONSULTING [98'- 10 1/2"] I [98'- 10 112"] ' [98'- 10 112"] ' ° [98'- 10 1121 [98'- 10 1121 € [98'- 10 1/2'] [98'- 10 1/21 [98'- 10 1/2"] [98'- 10 1/2"] ' [98'- 10 112"] [98'- 110 112'] I I ENGINEERS I 9570 SW BARBUR BLVD. _ € dI I SUITE ONE HUNDRED Mir PORTLAND, OR 97219 G\ G\ G\ G\ TYP G G� G� GN 2 T 503.246.1250 4 11 O 11 1� 1i A 11 �'` ci (i1/4-_- _ _ — - - pl) 111 = 01-0 0 opo I o opo opo oho opo 0 0 w rt: N 1 [98 - 10 112 ] [98'- 10 1/21 0 ® ® © ® ® ® 3 `° � O O [98' - 10 112'] I [98'- 10 112"] [98' - 10 1121 - - [98'- 10 112"] I [98'- 10 1/2'] [98'- 10 112"] [98'- 10 1/2"] ° ° N- 1 ? O 8 I I I ITer! TYP I [98'- 10 112'7 [98'- 10 1/2"] II S5-1. �---NOTE: 8" STEM WALL THIS LOCATION I FOR SUPPORT TO FU-URE o 6� I CMU WALL I Cii) N TM®SS-/ I I I I I I I 1 I 95'-D" ' 1 (24 9 ! I I I I TYP AT ELEVATOR 2'-0"_ 9'-2" ,-2'-0" t Z 0 PIT AND SHAFT S52GP• G� ; H - \- � 1WALLS 01 1 11,11 (/)_ _ _ .____. _. 0(4 1_ _ _ _ _ te 0 - lr - --• - - ____ _ . Ii O ° A O O O O O O O Q ° o- ' 2 ,_ , :,., - [98 - 10 1127 _T__. [98'- 10 112" [98'- 10 112"] O I I I I O I O I O ' O ' O � � ' I�I r © O � F"� [98' -7112 2'-0" 8'-0` V-0" 8'-0" 8'-0" 8'-0" 2'-D" [98'- 10 1/21 [98'- 10 112' 98' - 10 112" 98'- 10 112' 1 98'- 10 112' a I / ' ^ . '] _ _ 7 7 [ ] [ ] [ 7 Nr-1 [98' - 10 1121 P-I E*^ ( 0 2'-0"� 1 1 r--2'_D" I I I �/ L^ E., ®iNi - + 1 ' € € I I ! I 0 Cf) N L___‘- I _ O G� G� I G� G� G� N 4"�,Am _ G4 • )__ T T ELEVATOR PIT !_.:?) TYPTG G t U ±--1 --• I • o - 4, ] I I I I Q O Q O O FOUNDATION I ' I , 1.7-1 itfe-E-le M val. THICKNESS=24" on v, (A-4 1_ _ _ pt f II 1111 ) r 2 CO _ 1 ' . `�' - l2 ®- 2� ?!o o 0 0 0 ini 0 1— 0 2 2 o O 0 1 O • I • I • • - I [98 - 10 1/21 [98 10 112'] --P--- [98'- 10 112'] _ I [98'- 10 112'] II [98'- 10 1/21 ® ® , ' Z �? g [98' - 10 112'7 [98'- 10 1/2") ' ,� T/MAT[98'- 10 1/2"] I [98'-7 1I2] W-4 ..- .__ „°�I - Q TYP THROUGHOUT N rr . _ 4 I I I W-2��- O ENTIRE'MAT AS S51. F' I [98`- 10 1I2"] I ' SHOWN! z_ CI (/] a�/ -MAT FOUNDATIO/J1 0 �S5-1. 'J Q in _ THICKNESS=32" l I I IW-4 I NOTE: r C C I 1 I Ce m) Q 1 STEP IN MATFDNTOBE Q in II N I I •• I • -• IP- • FLUSH WI STEM WALL- _ ' .Ir.) I I [96'- 10 112"] I MAT FOUNDATION �� i� I - /1"---- THICKNESS=36" Q -W-1 o _ ' 8'-0" 8'-0" 8'-0" 8'-0" 2'-0" _ _ 2'-0"-----, 4'-0" - -2-0" Q CD 0 • ---t----- 'III III T/MAT 198'- 10 112"] IIIII I 1II 2'_0, - - • � -2'_0" o 1 -11 iv 9CV QQ ----`7)\ I (19 �TYP THROUGHOUT O _ I'? 0 W-4 MAT FOUNDATION MAT FOUNDATION ED O I oTHICKNESS=32" ENTIRE MAT AS I • • I • O THICKNESS=36" (4 es 0_ zo ___ 4_ ___ _ __. ____ 1 L____::-..-:, SHOWN I 1 T/MAT[98'- 10 1/2'i o_ O • i • • _� I O -lb i• ® _ W-2 I 0 11 _ t ` I` 0[98 - 10 1121 '� • 1 • • • [98' - 101127N v W-4 /10- = i .. • S5-1 0 _ b T/MAT[98'- 10112"] � /I ZIPI 6 i•-• T/MAT[96 - 10 1/2"] • • W-4 . • F. �� e., S5-1. I1 I I I I ! I \T c ! I I I I I I I W-4 I i u j 4 "_ •a W^4 W-2 JCo f I I I I I • • I • • i » • � G^ Gi\ G'` G'` 10-- D� Ci - _ / I I 1 I ' I I I I I I r ra 0 0 0 5�1� o I (A- e . - . - --- - - e • - - - - - - CZ Q - - - . ----.- lia :C 1 - - - - - — - - - —1 - - - - - - -- -- - �1 � _. - • a- - -1. -- - - l: : • I ° I 01 O ! „ DO °• • • I Il •O 0 - _I O I -/-- _..._ [97'fc1 - 10 112"] [97'- 10112~] [97'- 10112"] [97'- 10112] [97'- 10112] [95'- 10112"] 1311 7✓ W-4 [98 10 112N] c r 6 � O /0\ G� r?55-1. , I � 51M. 1. . SIM .A-7 _ -- - - - O O I 1'-11" O O 2 ® 4"-� O .ccUGTU,g4 € I I € H_ [95'- 10 112"]A i [95'- 10 112"] 11 I [95'- 10 1/2'7 11 [95' - 10 112"] ��p PROp 5 GtiNE T [4.\ 47 �I' Oy I ® cr. 654 I 1 P!�— I I TYPIZIT i I '37 `1, 40-411 -'74,......, `,\.\, (A • _8 - - --- - - - - - - - - - - - — ___ _ - - - - -.-... _ �Q 29 G M Gh Gi G� Ci I I TIGRADE BEAM TO ALIGN I ' RYAN 411 `�\ e? W/T/PILE CAP,TYP- 1'-0-` - 1'-9" [7 'EXPIRES: 12-31 -2018 I (A-9 1Mr.� FA 1 I i r„, �� .- [96'- 10 1/2'] I [96'- 10 112'7 I [96' - 10 1121 1 I [9'- 10 112"] I I I i O 0 No. Date Issue n A-1 0 - - - - - - - - - . -is 0 - - - , 1 06.27.17 PHASED PERMIT-FOUND. } / I I I 1 I O i 12 ° O ° O _[94' - 10 1/21 -- [94'- [94'- [94'- 10 1/21 Y 1'-3"� 10 112 ] 10 1/21 TYP u.i NOTES z - KEYNOTES 1 Project Architect © 1_ w-# I INDICATES CONC SHEAR WALL O #8 AT 12"OC TOP AND 80T OF MAT 1 U o TYPE PER 1 IFS3-1.IAND 2/FS3-1.1 FOUNDATION 3"CLR FROM BOT AND 1 112" I Q Project Designer 2. ® INDICATES PILE CAP TYPE PER 2/FS5-1.1 CLR FROM TOP , M w 3. C# INDICATES CONCRETE COLUMN O (8)#8 TOP AND BOT-3"CLR FROM BOT AND { Date g 27 2017 o TYPE PER 1 IFS5-1.2AND 2/FS5-1.2 1 112"CLR FROM TOP AREA 2 O #8 AT 16"OC EW TOP AND BOT-3"CLR . AREA 1 Job Number 161194 4. [XX-XX] INDICATES TOP OF PILE CAP OR FROM BOT AND 1 112"CLR FROM TOP 1 w N FOOTING ELEVATION I z O ® #8 CONC WALL W/#5 AT 16"OC EW I Drawn By 5. INDICATES AUGER CAST IN PLACE PILE TYPE A PER 3/FS5-1.1 CENTERED _ - I ' U 6. • INDICATES AUGER CAST IN PLACE PILE O SUMP PIT PER 1 /FS5-1.3 I < Checked By ARL TYPE 1B PER 3/FS5-1.1 -. - __ . N- 7. 3 C INDICATES FTG STEP PER 5/FS5-1.2 O SUMP PIT PER 2/FS5-1.3 Title Ei BUILDING A FOUNDATION N PLAN - AREA 1 I- 0 Sheet Number BUILDING A FOUNDATION PLAN - AREA 1 0 KEY PLAN } FS1-1.0A I 118"= 1'-0" a, FSI -1 .OA : UO,, ... ...- ---,,,, 7.-------. 7.- --.. IC,. r IA-Mf A-M.5 (A-N) � � K E P H A R T r-- — 60'-8" • • community planning 29'-11 1/8" 30'-8 7/8" • architecture — —4_ 2555 WALNUT STREET DENVER,COLORADO 80205 www.kephart.com Q 0:11 '1 � I EL IMk z _[(A (A„- --., MILLER-1-1 , , t — . QI - - CONSULTING Q" I TYPrer G. or" ENGINEER S I P/ 1 El- — - °° , 9570 SW BARBUR BLVD. 1 , A 0is 1 - - - —A-1 .5 SUITE ONE HUNDRED 1 __..--/ PORTLAND, OR 97219 L [9$'- 10 1/2 I {9$' 10 112"] - co T 503.246.1250 2 "to 1 eo (A-2 - - -ill 1 -- ---- - - - - — - - - - - (A-2 to 0I 0 1 p z n S5-1. \ 8" P. r so C.1 TYP A G ' G ti �� 1 - -- - ®� - - -2.3 1 � 1COO o [98' - 10 1/2"] R I [98' - 10 112"] of 1 I 5'-0 11116' 19 r z 0 I 1 = - Lll 1 ir c, rwl 0 6 I , H 1 - - [9$' - 10 112"] L8, - 10 112' r ..,,, tJ E(A_3 Q I FOUNDATION FOR WALL Hc...., 1 AND STAIRS NOT INCLUDED y I I 1 WITH FOUNDATION PERMIT 1 ' co PI SUBMITTAL AND IS SHOWN 1 4 1 FOR REFERENCE ONLY IX n 1 . < O EC7) 4 1 U V 1 1 c/D '474 1 L---- o (A-40 _____ (- -H0-1 0 11 a I < <7 r Ca P--11 V J 1 Cf) T- 1 O 0 K1 W o rx), z...4 6 IQ O CD , . I t i•-• • I • I (A-5 _.. __ L_____, I • i • CV N Ii • t.. • I- I ., (A-36 -.--- -----t • • zsi. r3 C ` (P9.7 I 0+ -1:0 1 ____L s. $.UCT"4C c.�(<?' PRQ,ces, I I C� <c�G I N�$*• /0 aQ 654.1PE �_ T I ' •RE lb T- - - - - - - - - - - - - - - - - - - - - - -4 - - RYAN(A-8\ � - f EXPIRES: 12-31 -2018 1 to i 1~� I _ ! - - - - - - - - - - - - - - — - No. Date7 1 Issue I 1 06.27.17 I PHASED PERMIT-FOUND. ;� A-10 - ?5 1 i F f m NOTES . z - . i ' a Project Architect !e 1 [w-# INDICATES CONC SHEAR WALL = TYPE PER 1/FS3-1.1AND 2/FS3-1.1 i--Project Designer i 2. ® INDICATES PILE CAP TYPE PER 2/FS5-1.1 ID 3. C# INDICATES CONCRETE COLUMN Date 6.27.2017 TYPE PER 1 IFSS 1.2AND 21FS5-12 AREA 2 4. [XX-XX"] INDICATES TOP OF PILE CAP OR AREA 1 Job Number 161194 m FOOTING ELEVATION 1 z 5. 0 INDICATES AUGER CAST IN PLACE PILE 1 –1 Drawn By EA s TYPE A PER 3/FS5-1.1 = ; U 6. • INDICATES AUGER CAST IN PLACE PILE ; Q Checked By ARL TYPE B PER 31FS5-1.1 2 7. 0 C INDICATES FTG STEP PER 5/FS5-1.2 Title ti BUILIDNG A FOUNDATION cal PLAN - AREA 2 I-- Sheet Number = I BUILDING A FOUNDATION PLAN — AREA 2 (.9KEY PLAN Ti F51-1.0B 118"= 11-0" 0 a FSI -1 .0 B oU UO r~� i r �� r r� r ' r r �\ r I■■ (A-A) (A-B) (A-C) (A-D7 (A-E) (A-F) A-G7 (A-H) (A-J (A-K7 A-L A-M) 111 ss e \... _ ./ 240'-2" I K E P H A R T { 17'-0" 28'-0" 1T-0" 1'-11' % 28'-0" I 28'-0" 28'-0" I 28'-0" 18.-11" 28'-0" 1T-4" : _I_ I rornmunity planning : architecture 2555 WALNUT STREET I 1 I I I I { { DENVER,COLORADO 80205 www.kephart.com I 1 1 I I I 1 h I ! 1 I co I i I , � Aril :illnMk 55-1. ! I ! I ! I m { U 'A �H —, – – – — -. T7 _ — – ;-� ,– _ — -— _-;,,L c=;-�- _ __ _ t c ; -1_.,,_r_ r-� - - - - - -�--c r-� - �– – — – – – —1– c – 4iii I a MILLER 6 I I 1 CONSULTING ITYP 8 i { ' II I ENGINEERS { ;t 1 k. /777 NW ! I ! I I ! I TMP { { I 9570 SW BARBUR BLVD. ,...r"- 1 I I I O I - � ♦ SUITE ONE HUNDRED I , I Ileir I I I I < I 1 I PORTLAND, * - - - TYP .1 972190 7E1TYP n r '' -\ �/1 1 r n -\ ' `-1 l-1 - ��'- T 503.246.1250 -.-)- / {I \ / (I) \ / I ( ) \ / (I) \ / �!) \ / (I) \ / (I) \ / {I) \ i [ ! � I� I (A-2 - -H - — - — - -- - . 't-- .- - — —' �, ) - - - tel - � 1 ( �- - f _ - 1- r- - _ — _ - - - I III L� -I ' J L- - - J L_ -1 - J L_ - - J J L_ -I - J L_ -I _ _..J L -I- J L -I- J ( { ) ) ( ) { } 1 I ! { , �- / ! I I I L_ .{ ,- J L_ - I._ J r 8 11 I I I I I1 1 551. 1 I I I I I I ! ! I { I I Ipevuuvvuv,rv,.,.,,v,.,.v..,...,n .9 I I { 1 I ! ! ! ! { { 1 S5-1. I I11 Ilk I CO N TYP —� 11.1 < 1 11.1=1 1 1 11 I ! 4 I ! ! COE ' I F { I I I:F Z 0 II II I I I I I I E T I 1 n I nI� /-" 1 7 1 2 cry ,,1 H + - - -- * F 6-- (A-3 _ - oa - - - - -�,- - - - - - - _ f �- - ,e-J O O O { ) O O I I I I I-11 .. 4iii Lill J IL.��"J J L_ J L 1 Qi H II I I ! , I I i 41 ,. e � r Q1 I I ! I I k . . . V- ,\=-: ,,......„...;J 1 Ce fY I-- 11 _L I < o ,,,,,, I , 1 I I O I I . I I I -- I (I) - I �^ I I � \ 1 I Om C/� 1- F 71i 71 III I I -FL- - -1- c )�( ) O X 0 II O 0 (4- 11 I' L _ ..._ .1 1---T--t I LT L1-__J < . ; 1 IO 8 I ! - ,nix&,�xxxxxx - - a Mr 11 1L4-(1) 0 P-4 Cr) O q I I 4 I I ! I I TMP , I I ! 1 w S5-1. I I0 1 1c:i.),8� 1 = �. II I V I ! ! / 1 U! W �J O 1. 1 to N I ill I,_, 1 �,� f �;' O s5-1. 1 1 , O I I I I I I < o I I I I-4 I I I I I 1 1 I I I I o ° = I 0 I „xxxxxxxxxxxxxxxxxxxxxx.' kXXX1 I I OJ ^,------\\ ii ,I a I I O ' I r � i ! O Film --I-- —k ' )— ‘-' El i -1 -1 _I _ . - (A-5 , , , o I i_ : - . I I li. � o Lv{IJ r L - - - - - I I I i I 0 I ! 1 0 III I ! < I I I E -AI N.- ! ' _ ' O I I I I II I I © . I I t- 1 I — — — 7-I I $ 1 . 7 6 L - TII II 0 III • • e.Qn s1. Sj I I I a I 1 !I I I I , I � ! I � I . 1 _ I _ 1 II I I I _.. — I _ O ! I I o 01 0 0 I I i,_:I I I r , r , r I r „ , I r ---TIL o�` o�` o �I I I I al 1 � �_: 1 � : t t o- r. 1 I ,I �x xxxv % xxxxxxxx�xxx�ti Ol ,• J OIL _Jr ,Fike—J O ! I I o o ' o O ' I I� , I ! - J I < o L _Jr Li_ i ' _ _ —I X L Zc) I I I I I I X I< 13 1 13 /...----....„‘ ! I ! ! S5-1. 1 I I k l S51. (ils_1/4_77..) - - - - -I -I _ Ali ;,..:....Alk — — — — 0111-€ IMF ,-,.:-1-;1 mr ---Gglli4itce...c.,,,.....,.. aH 1 S5-1. I i I I - .UCT UR, 8 I I I ! I I I 13 I I .s��ED PRQp . ... . v ... AAAA. ... I �,� a� IN in SS-1. 1 VP 'P .r- I I I I I I l 11 I 654+1 PE II I / •RE • I I I i t ! I I I I - ✓o \� ��(A-8 - - - - , „„„„„„„„--„„,,,,„„„„,,, ,,,, : RYAN ' I I ! I I I ! r I"y r - - "" -I - I- I I I EXPIRES: 12-31 1.-)2/0°18 u7 (A-g - - - ------ _ - - - I - I - - - - - - - _ - - I - - - - - - - I- - - - - - I - - - - . x1(xX ....�f X x I I ,Mil! Na. Date Issue gI 10 O I 8 ! 9 I E t 1 '06.27.17 PHASED PERMIT-FOUND. Mr 1 TMP I I I 10 O in Wr Z NOTES: (KEYNOTES 1 Project Architect I = o 1. SEE ARCH PLANS FOR FLOOR SLOPES AND T/SLAB ELEVATIONS 0 8”CONC SLAB ON GRADE W/#5 AT 16"OC EWI 0 �'1 PLACED AT 2 112"CLEAR FROM TOP OF SLAB. Project Designer 2. 1 ';vu•,1 INDICATES NON-BEARING CMU WALL-NOT INCLUDED IN FOUNDATION PERMIT SOG ACTS AS A HORIZONTAL TIE BETWEENLt PILE CAPS AND IS PART OF THE SEISMIC is LOFT ROOF i Date 6 27 2017 FORCE RESISTING SYSTEM. SAW CUTS ARE I s ROOF LOFT FLOOR ' AREA 2 NOT PERMITTED W/OUT APPROVAL FROM THE EOR I s FIFTH FLOOR AREA 1 �h Job Number 161194 OPROVIDE(2) ROWS#5 SLAB DOWELS AT 16" FOUTH FLOOR I ? N OC PER 51FS5-1.1 - I = Drawn By THIRD FLOOR O3 PROVIDE(3) ROWS#5 SLAB DOWELS AT 32" 1 F I OC PER 5/FS5-1.1 SECOND FLOOR 1 ¢ Checked By ARL 2 PROVIDE#5 SLAB DOWELS AT 32"OC EW 4 AREA OF WORK FIRST FLOOR Title PER 5/FS5-1.1 BUILDING A LEVEL 1 SLAB PLAN - AREA 1 I = BUILDING A FIRST LEVEL SLAB PLAN - AREA 1 0 Sheet Number Ur FS1 1.1A 118"= 1' 0" KEY PLAN0 FSI -1 . 'I A ii0 0O ,im 1 i�� / 1 1' ,< , r IA-Ml A-M.5 (A-N) KE P H A R T I 60'-8" r _-- =I • c.orornunity planning • architecture 29'-11 118" 30'-8 7/8" • 2555 WALNUT STREET DENVER,COLORADO 50205 I www.kephart,com I # all I ; # r i 1141 LL ! •"1 (A—I) _- I ,' Z I ' MILLER 1_ � 8 IZof CONSULTING 1 QI I ENGINEERS II 2 1 S5-1. TYP I 1 1 1 I °D ,- 9570 SW BARBUR BLVD. I - — — r SUITE ONE HUNDRED - L_ ; _J \....___/ PORTLAND, OR 97219 ' 1 1 `° T 503.246.1250 1 I (A-\.:2) 1 / ( ) \ I 1 1 ( ( ) {-1-i ( o Aft L_ — 1— Li ��i I �� Tar 8 ib f 1 f I 1 S5-1. r m / t - - - A3 \ �= /p L-1_1J CO 4. I ) -- 1 N 1 E I IIIII 19 ' I 43 ' I Z o (A_ I2 1 °� Z 11 I--1 *t7:Q...5 1 % FOUNDATION FOR WALL L eo _ I AND STAIRS NOT INCLUDED IMM I--I 1 I WITH FOUNDATION PERMIT H j� 1 SUBMITTAL AND IS SHOWN 11 1 FOR REFERENCE ONLY n ^� I---� 4 ICe o II I il U V I 1 ' � o (A4 - - - - � 11d - - - _ _ - - - - - o 11 L _ Ifi ;51 ..,V:: I I Ci cf) ( ) 11 z ' o I I 1 WC.`7 0 0 I Pn � 1I � ' i m ¢ c.i I I I 0 O II0 00 I r II mimi(Pk- - .1.-- -- 1 1 � 0 I. 1: nt I N - + • 4 ' I (A-6 -- _ - - _ - _ _ _ - - ---1, -- :XXX�XXxX ft- < m �` — Ii 1 < k (i1) 7 - - - - - - - - - - - -- --- ---- I s.oRUCTUfAl I co C" l��GyN�6" /0 °A 654111P _ ch I •RE •• g1O.p�G'>e 29, `\-.�� „fry (A_. 1 - -- - - - - - - - - - - - - - - RYAN \-I 'EXPIRES: 12-31 -2018 I "E (i _7).9 - - - - — - T.Date Issue `g - v I 1 06.27.17 PHASED PERMIT-FOUND. ;' I A-10 - - - - - - - - - - - in 1 m a L11 — r_ Z Project Architect E I -1O KEYNOTES I 4 LOFT ROOF I U 1 Project Designer NOTES: O 18"CONC SLAB ON GRADE WI#5 AT 16"OC EW ROOF LOFT FLOOR I Q 1. SEE ARCH PLANS FOR FLOOR SLOPES AND TISLAB ELEVATIONS PLACED AT 2 1/2" CLEAR FROM TOP OF SLAB. II 2. L'u'x • 1 INDICATES NON-BEARING CMU WALL-NOT INCLUDED IN FOUNDATION PERMIT SOG ACTS AS A HORIZONTAL TIE BETWEEN FIFTH FLOOR FA Date 6.27.2017 U PILE CAPS AND IS PART OF THE SEISMIC +�FORCE RESISTING SYSTEM. SAW CUTS ARE $ FOUTH FLOOR ` Job Number m NOT PERMITTED WI OUT APPROVAL FROM AREA 1 161194 5 THE EOR $ THIRD FLOOR Al - ---- I Ili N Y C A EA 2 PROVIDE(2) ROWS#5 SLAB DOWELS AT 16" SECOND FLOOR II Drawn B w 2 - -__ OC PER 51FS5 1.1 I = FLOOR 1 U Checked By ARL OAREA OF WORK `� 3 PROVIDE (3) ROWS#5 SLAB DOWELS AT 32" I < OC PER 51FS5-1.1 Title OPROVIDE#5 SLAB DOWELS AT 32"OC EW BUILDING A LEVEL 1 cQ\I PER 51FS5-1.1 SLAB PLAN - AREA 2 I- Sheet Number BUILDING A FIRST LEVEL SLAB PLAN-AREA 2 0 KEY PLAN } FS1 1.1 B I 1.8"= 1'_0" 0 FSI -1 . IB EE E � v0 fm 1111 M (B-A) (B-B) (B-C) (B-D) (B-E) (B-F) (B-G) (B-H) B-J (B- - SS K) B 246'-0" + L KEPHART II L �1 • 17'-4" 26'-0" 18'-0" I 27'-2" 27'-2" 2T-2" 27'-2" 27'-2" ';. 27'-2" 19'-11" �;oi,�munity planning - - = 1< architecture 2555 WALNUT STREET I I DENVER,COLORADO 80205 I www.kephart.com I ! I I I I I 1 I I I I ! I I I I I I I I I 28'-0" '= --• et 8 I I I 2'-0"-� 6'LO" 6'-0" 6'-0" 6'-0" X2`-0" 55-1. TYP 4 I' 1111 G^ I G; ! G\ G� G� I G� i G� N W�i © TMP i €.1 ir-r.:i . ___It . . %sr E-I, 1 13-f 198' 10 112"]TYP } N Hr I-. 1 1 o �r-1-�, = = - - - $-1 .2 CONSULTING *--)1 -, i La 1 MILLER o 10 @ I ® o I 9 [98 - 10 1121 I [98' - 10 1/2'] [98'- 10 112"] I [98'- 10 112"] [98'- 10 112"] [98' - 10 112"] 1 [98'- 10 1/2"] [98'- 10 1/2"] I —, IZQ O ENGINEERS I I 4 I � I a • • 4 • • [98'- 10 112"] I [98'- 101/2' 9570 SW BARBUR BLVD. I-. 1 I I m SUITE ONE HUNDRED I I PORTLAND, OR 97219 I o a i GN 1'-8" GN G� N. � G� ,� ", cOW-3 N - N T 503.246.1250 0,G� • O • • • • • A G • G ,~-~ -k I __ _ i c �,l— is B 2� � o1,,, 0 0 01/— . 0 0 0 03 3 00 0 O o � I O ® 0 0 ® O _ m o ® Q O — - [98'- 10 1/2"] O ' [98'- 10 1/2"] I [9$'- 10 112"] [98'- 10 1/2"] [98' - 10 112"] [98'- 10 112"] q i ® T 98'- 10 1/2"] [98'- 10 112"] { [98 10 112"] oo [ N [98'- 10 112'] • I • • • • I I I I I f' I 4 I I I `%r -4'-10" ^I TIMAT[98'- 10 112"] 1 4'-0" 1 MAT FOUNDATION N CO I I I ' I THICKNESS=36" [95'-0"] IIII I 1 I I I I I 1 I TYP AT ELEVATOR2'-0" 9'_ 2'_ I PIT AND SHAFT Q _ 2" _ _ O" O WALLS I cco I I . I I I CV . 1. G� �` G'` G�` G� G� _ G, G� __J� G� (� imt ,- 0 \(: ___._ .__ 0 .,,, �_3 _ ; ; o oao opo Q o - QII - - d - - - ;64 2 '__' (.:P , - _• i oO ® ® ® ® U o ® 0 ® ®T �'� - „ , [98' - 10 112"] I [98' - 10 112"] I [98'- 10 1/21 1 [98'- 10 1121 �--- , (..... �� TMP [98'- 10 112"] [981a 112 ] [98 - 10 112'7 [98 - 10 112'] [98' - 10 112"][98'- 10 112"] t _/14,L). L 4'-8" 4'-8" s / J I I I I I I — �? 2'-0"- 4'1O" �2'-D„ - 4'-O"F` 4,_0„ Ire T ^ i 0 - 3 2 ELEVATOR PIT I I c - I ® I I O (/) N _ I O U FOUNDATION t C,'` VC;\ ON ON G� : ® - KN " 0CIL El B-4) 0 4oo ® • • \--._ _/ 0 -' 2 `'' I - [98'- 10 112"] [98'- 10 112"] [98' 10 112'7 ]�` is 0 , I O. < X O_ [9$'- 10 112"] I I I [98'- 10 112"] H' 1 I I [98' - 10 112"1 [98' 10 1/21 i • I I I N 0 F-4 Cl) m �/� 'l .. i I 1 I i 2'-0" I 10'-3" 12'-0" 10'-3" 1 2'-0" I V J T/MAT[98'- 10 1/2"] = 2'-0" Q Fs- 4 I I .1 . ,0 TYP THROUGHOUT I 1 I TIMAT[98'- 10 112"] LDO v • MAT FOUNDATION I oI ENTIRE MAT AS r"? ..o Co W O T eo 9 THICKNESS=32" I • SHOWN N N 'l' I p l I I I I MAT FOUNDATION 4 I o THICKNESS=32" J 0 I o0 ® N I I I 00 41211 • / * • i 0 I I 1 1.7 . / G'` h . I TIMAT 98'- 10 112" 1 Q I [ I I I IFM. (B-5,' ce) co . 'r' L IN o B'"5/ , - V 4- O •i • • 4I‘ • \ / ci) T--• •• O , I I I �, I e H �/B-6 - - ti - - - - [98 - 10 112 ] co - - ..__._ _ • - _ - _• - - i_ - - - - - _ _ - - - - - - - - — - - - - - - - - - - bi N 1 I I F, ---______ 3'-11" 4'-1" • • • • 1 MAT THICKNESS 32ION I — ® -� I 1 I I I I Q I I 1 Co I N2'-0"-Th 8'-O" I 8'-0" 8'-0" 8'-O" .. -- 2'-0" I I 1 1 I I I 8'-1" j N I I I I i I I I I I I I G� G� G� G� 1 / \ O I — — — — — — 00.'4 O I I — — — — — I — — 1 — — — — — - - - - — - I — — — .u.7 zee I I I I I 1 I I I O O C[9 '- o ® 0C. 4"_ [97'- 10 112'7 [9 '- 10 1121 [97' - 10 1121 I [97'- 10 1121 I I I I I I I I I I . I I I I I I I I I I 1 I i I I I I I I I 1 ..01,UCTUR.4 g I ! I I I I I I ��9EQ PROPen �N . ��Gt "FF I I I I I I I ce 6541 1 PE t-- -7 •RE • ',/ I II I I I y `1, ,\� I i o ' 45 29, \()„ +� 1 I I I RYAN �� G G G I C+ 6-8 !EXPIRES: 12-31 -2018 I_ - - - - - - - - - -- - - - - - - - - - , .3./..-.4 O O Si No. Elate Issue }`g I O O O O 1 06.27.17 PHASED PERM7 -FOUND. ;l [96'- 10 112”j [96'- 10 1/2"] [96' - 10 1/21 / [96' - 10 1/21 2 08.26.17 FDN CHECKSHEET �' I I I 7\ 7 � ��1-0"1 n I I I f (B-A) (B-B) (B-C) B-M.9 (B-D) - - , Project Architect E g0 9 Project Designer c UJ Date 3 NOTES KEYNOTES 6 27.2017 ( 1 J #8 AT 12"OC TOP AND BOT OF MAT 1. W# INDICATES CONC SHEAR WALL Job Number TYPE PER 11FS3-1.1AND 21FS3-1.1 FOUNDATION- 3"CLR FROM BOT AND 1 1/2" 161194 CLR FROM TOP 2. ® INDICATES PILE CAP TYPE PER 21FS5-1.1 (8)#8 TOP AND BOT-3"CLR FROM BOT AND Drawn By 3. C# INDICATES CONCRETE COLUMN Q 1 1/2"CLR FROM TOP TYPE PER 1/FS5-1.2AND 2/FS5-1.2OC EW TOP AND BOT-3"CLR Checked By ARL 4. [XX'-XX'7 INDICATES TOP OF PILE CAP OR O #8 AT 16"FROM BOT AND 1 1/2"CLR FROM TOP IN- FOOTING -FOOTING ELEVATION #8 CONC WALL WI#5 AT 16"OC EW Title IS 5. 0 INDICATES AUGER CAST IN PLACE PILE U) CENTERED BUILDING B FOUNDATION N TYPE A PER 3/FS5-1.1 — — PLAN 6. • INDICATES AUGER CAST IN PLACE PILE O SUMP PIT PER 1 /FS5-1.3 2 TYPE B PER 31FS5-1.1 - - ------------------- - - Sheet NumberEc 0 FS2-1.0 I 118" = 1' 0" O U Fs2.1 .0 0o I- �� 1 �� , , , , r - �7- s, ■ (B A) (B-B) (B-C) (B-D) (B-E) ( -F) {B-G) (B-H) B-J (B-K) (B-s) Y Y 1 T Y Y Y T KEPHART I- I I , - _ 248'-3" , I - - .-.__.. I - _I community planning 17'4" 28'-0" 18'-0" 27'-2" r`I2T-2" 4- 27'-2" 27'-2" 2T-2" I 27,-2" 19'-11" architecture I --1- 1 2555 WALNUT STREET DENVER,COLORADO 80205 I I I I I I I I I www.kephart.corn I I I I I I I I 1 I E I I I I I I I 6 at S5-1. Mr TYP I Mk .. 6 TYP I E I I I I I I I � - �_ F o i i . _ y n. MILLER { - - - — _ - — LE — — c � - - _ — — — _ __ -- B-� -- _ c car ' - — — — = 11,1 L_ _ Jm. < — — — — — — — — — — — — J N �� CONSULTING I I �/ ENGINEERS { I I I I I I I { 1 I 9570 SW BARBUR BLVD. { - SUITE ONE HUNDRED r I I I I { I FO PORTLAND, OR 97219 I < - - - T 503.246.1250 _I Ii { I{I�` �.�Tl iri�\ �' �\ � f� ) ( rc �\ L I I` ,I ,1. l r .1 _ -= I I _ . (g_ I - - - - �I��-- - - - - � - I -LiY - - - - � - - - - _ - - -I� \ ) a(-) ,[. — - I -( ) I - � ( ) � O - - - r— — I — - - I x� xxxxxxxxx - - - 41 YJ IcI) x r,,...........„../, c ) L_ _ I _ —I LJ L— _ II _ _J I _ _ _ Y L� � 1 L_. _ I — � L.Ti L I x - - - I I . II I L. I X -.. J I I III I�_`, I� \I I/J�, I. .I I, .' ] ; I { 8 , I t x I I TYP k I I LI , ! I 8 • I S5-1. II I X 1 I S5-1. X I I 11 �` I I I I TYP TYP I 4. X _0.0_4I - : fIII) N X I I 4 ski I I I 1 1 l I I I ` e I I I I Z 0 ---J--1 I ---J-- nh�i.rnnnnli. 1 X I 1 I } I r^ r hf x v J X 1 I I X IJ.-1 r—,1, � I � n 1 -\ n -\ n -\ < I [ CI,Aw...., — 4..) / ( I _� I 1 I I_La 1 4 c ) c ) 1 � c )atia � �) c ) � � c � c � � I 1 I 1 < 1 ti I lit 1 ii____ p z ..1(.. 1.1 C I � * L- _ _ J I— _ _ _I L_ _ — __I I _ _ _ _I J s5•,. L1 L1 L1 L1 t L II II = TYP ` I � TexxxxxxxXscxUJ - _'4 .. -0 I ,' IX 4 IIII I 1 f I I I a 0 Ec7) H I I I I U I _ I i � -1 E � n// � �[ � — r -1 l—\ r — �- 1 Om C ') ' ''''' < X° 1 0 t ---4-( 1( FI 1 1 10 al ji-Ok 1 41 i 0 --0 1 5 i• 7 ' •4 . ..._ `• ' .0- .7. _ ,' A - . . _. - - 1 I I I I i riiMP TYP 1 I I 4 - I 531 oI 1 I I I o ;I�zi, I I I X i f Fp 0 t IX l I 4,11 C " " 11 •, Il `I I X I I N1 Fl° a l IX t 1 1 I I >( I I C) CO0 I O rP I _ I I 1 _ .e L I W 1 .-, - I 111 B5 -to Ito I .� r . O p o 0y 0 I I c., o i:-_:i 1 L ---__J- -cil 1-11 I 1 J 1 I .. I � I r I I 1 I I g_6 Y - - - - - --I- - - -- __i"=-� - a _ I L --- - - - - - - - - - - — I I I I I I I I I E 3 - - I� O I I I I 'I_Ir `3 I' "I I I I L II I I i I V I II I I I 00 in II I, I I N II I f I I I I I 1, I ! I I I I I r �- , — 7- - 1OI I o 1 11-Q-11.." r o (B.- 1 ^ 1111P, YYYYYYYIIIC,„,,,, .....j_Y.1OJ e— i I YI — — — - - — I . 0 J IL0 1 L _Jr ' L — — — I I I I I I I I I x8-- 11 I I I 8....\ I X I I t 1 S5-9 1 I I TYP S5-1 TYP xI I I I I t ! I 014 1 00 PROpe coy } I I I I I 1 co GI Ali- ssi r I 11 4. 65411 PE wVyvvwvv ,r •K I I I x •REI II x 1 IRYAN 1.ti\G 6-. xxxxxx XXX XXXX XXXX XX XX XX 4,\<< 1 I ! I x 'EXPIRES: 12-31 -2018 I C X 3 I -I r I— _ — �7 11111` _ _ —i 1- I -- SII �i I - - - - X cl g_g - - � xxxx�,,,x-, ,-;,,y y ,i r �I-I T I A I - - „,,,..7,-„,y,,-„,,,,,,,,,,,,,,,,_,,, Y - - No. Date Issue II 1 06_27.17 PHASED PERMIT-FOUND. "I 1 8 I 9 I I I I (I II Mir I I I I t i 1k Project Architect 1 0 'c Project Designer NOTES: I KEYNOTES Date 6.27.2017 1. SEE ARCH PLANS FOR FLOOR SLOPES AND TISLAB ELEVATIONS O 8"CONC SLAB ON GRADE WI#5 AT 16"OC EW PLACED AT 2 112"CLEAR FROM TOP OF SLAB. Job Number 161194cii 2. ® INDICATES NON-BEARING CMU WALL-NOT INCLUDED IN FOUNDATION PERMIT SOG ACTS AS A HORIZONTAL TIE BETWEEN PILE CAPS AND IS PART OF THE SEISMIC I LOFT ROOF el FORCE RESISTING SYSTEM. SAW CUTS ARE _ Drawn By EA m NOT PERMITTED W/OUT APPROVAL FROM ROOF LOFT FLOOR THE EOR s FIFTH FLOOR Checked By ARL QPROVIDE(2) ROWS#5 SLAB DOWELS AT 16" FOUTH FLOOR OC PER 51FS5-1.1 Title r THIRD FLOOR Y3 PROVIDE (3) ROWS#5 SLAB DOWELS AT 32" �.-_....._��_.__.__- BUILDING B LEVEL 1 0.1 OC PER 5/FS5-1.1 ,4 SECOND FLOOR SLAB PLAN OPROVIDE#5 SLAB DOWELS AT 32"OC EW FIRST FLOOR I- BUILDING B LEVEL 1 SLAB PLAN0 PER 51 F55 AREA OF WORK Sheet Number Ur I E FS2-1.1 I 118"= 1'-0" FS2-1 . 1 � © . t. _____ _ . SLAB-WALL CONN NOT i `< r • PART OF FOUNDATION PERMIT DOCUMENTS K E P H A R T - -----L _ ''' cort'munity planning architecture IL 2555 WALNUT STREET DENVER,COLORADO 80205 W J www.kephart.com D 0 W WALL THICKNESS m U PER SCHEDULE ON 0) 2/FS3-1.1 ccat W w a m 1— CC W CI MILLER - SHEAR WALL CONSULTING ----PROVIDE STD r PER PLAN HORIZ BARS PER SCHEDULE HOOK EA END ENGINEERS SLAB ON GRADE PER 1 112" STD HOOK TO MATCH SLAB 9570 SW BARBUR BLVD. r PLAN (AS OCUURS) --#5 FORMSAVER DOWELS W/ CLR �" REINF SUITE ONE HUNDRED r PORTLAND, OR 97219 3 wein . T 503.246.1250 SLAB ON GRADE AS -•-. • • I OCCURS FS3-1. I r +, •---PILE CAP LAP SPLICE 1 PER PLAN TYP i V p CONCRETE SHEAR WALL SCHEDULE MARK THICKNESS VERT REINF HORIZ REINF W-1 8" #5 AT 16" OC EF #5 AT 16"OC EF �Z 10" #5 AT 16" OC EF #5 AT 16"OC EF W-3 10" #5 AT 12" OC EF #5 AT 12"OC EF (1110 • -�'' W�4 10" #5 AT 12" OC #5 AT 12"OC r - - II - • zo I _ _ PILE CAP PER PLAN --FOUNDATION DOWELS TO MATCH VERT WALL W (f] `' TYP CONC SHEAR WALL ELEVATION2 REINF CONC SHEAR WALL SCHEDULE WALL - SLAB DOWELS = ..,,„ FS3-1.1 I 112" = 1'-0" FS3-1.1 I 1 112"= 1' 0" FS3-1.1 314"= 1' 0" i , f h F--I 1 ' Ce o Fj D-I U Vi CIL 0 1..,7 < z 0 0 FI3i C) re I o < , 0 0 O G"' ao 111.111. S�RU C T UI.4 '<�ED PR:/:.%)S Lv5 fix! GINS SQ S54i1PE l IRE • w 2 '''(/ ,N�� .Q 29, �G RYAN '-' 'EXPIRES: 12-31 -2018 I =I No. Date Issue 1 06.27.17 PHASED PERMIT-FOUND. > r vi li `m rn 0I w Co Co $ Project Architect E a I ° Project Designer Date 6.27.2017 ei iL Job Number 161194 4 N izi N Drawn By EA a Checked By ARL r- Title O WALL ELEVATIONS cv I— Sheet Number o E FS3-1 . 1 0 . 3'-6" V-9" 1'-9" GRID/ - GRID - (5)#8 SPACED AT 4" OC / CENTERED ON PILE i A (8)#8 BOT __ s.‹ . r CONC COLUMN PER PLAN Nu , TY rn = r \ SLAB - PILE CAP DOWELS PER • ' I r ( 1 , ` K E P H A R T 5/FS5 1.1 ---. /V I l .4, a I l~ f/ I l~ �, (8)#8 BOT 1'-4'' DIA conirnunity planning _l___ ,` I VV I__ PILE PER PLAN TYP '64 -K2555 WALNU�Tture STREET I 7Th DENVER,COLORADO 80205 (Th TISLAB e ' — — — — — –T— — -— - - I GRI D I www.kephart.com • in wwar. MionvI + r w00rrrte* PER PLAN I `*' !' GRID ' I s II T / I , \ N cV �� \ i / r \ ,__.___ , I 1 I 1 TI PILE CAP 1 ! 1 . ..:, . l ` f SPIRAL TIE PER 1IFS5-1.1 PER PLAN N 1 I Art , .. • LROUGHENED SURFACE- -- LU (6)#8 BOT SPACED AT 4"OC 4 r i 1 V 3" ' MI U z CENTERED ON PILE W1180 DEG V-9" 2'-0" 2'-0" 1'-9" CLR - HOOK EA END --- 1'-9" 2'-0" 2'-0" 1'-9" Q 7'-6'' - - - -- (6) #5 VERT I-- o_ MILLER UJ 7,T-6" O CL K__:, CONSULTING Ca `n nCZ PILE CAP O PILE CAP 'vI \'/ -�- - THICKNESS =2'-6" THICKNESS= 2'-6" ENGINEERS-1----------_ k - -r' 7'-6" 7'-6" 9570 SW BARBUR BLVD. .------ SUITE TYPE A SUITE ONE HUNDRED I 1'-9" 2-0 2-01-91'-9" z ° ! z-o" 1 -9 - A j PORTLAND, OR 97219 ----^-"_ ---- PILE CAP PER PLAN I (5) #8 BOT A - (5)#8 BOT T 503.246.1250 �+ I r -PILE PER PLAN TYP - I r PILE PER PLAN TYP �. f f _. \�� r /r / \�� y 1'-4'' DIA. 4 �'�'�� PILE CAP REINF COr. l - 1 'GRID `o l 1 GRID v PER PLAN a, -- - -- --- / ih -- -- -� / V (6)#8 BOT r I V (6)#8 BOT -. SPIRAL TIE PER 1 /FS5-1.1 ------ ,- ft,.. _ #3 SPIRAL TIE WI 2" PITCH ,��~-"' AT TOP 4'-0" OF PILE 1 -7:-----.. GRID GRID C. - (1)#8 CONT VERT /� FULL DEPTH OF PILE PILE CAP \ / PILE CAP A _.-----•----"-. THICKNESS=2'-6" THICKNESS =2'-9" CLR1.111.1 •• a ------- (6)#5 VERT z -------' 1'-9" I, 1'-9" Q r I Z 0 I II - PILE PER PLAN TYP w A I .�- k , W C ) W n - - - - - GRID H `� w '- �— 7 PILE TYPE B 2 l SPIRAL TIE W/6" PITCH B ,c) I ( 5 Lu Z) ^ � - a I.'— (5)#8BOT - GRIDCe r‘ w 0 a -.�•— PILE CAP 0 r O THICKNESS =2'-6" v z (n ~ w a ��- PILE CAP DETAILS AUGER CAST IN PLACE PILE 0 0 LU FS5-1.1 I 3/8" = 1'-0" FS5-1.1 I 1 112"= t-0" < Z o .�� C/) ....--- In CA (9)#5 DOWELS EA --(9)#5 DOWELS EA (7)#5 DOWELS EA c .) QUANDRANT OF QUANDRANT OF QUANDRANT OF C �1�r / PILE CAP PER 51FS5-1.1 PILE CAP PER 51FS5-1.1 , I PILE CAP PER 51FS5-1.1 (OMIT DOWELS / (OMIT DOWELS C1 % WHERE SLAB IS iWHERE SLAB IS NOT PRESENT) • NOT PRESENT) CD ..---'''..----"... 1 ,-----------... .------1---- < CD C\ - (4)#5 DOWELS ( �,� I I QUANDRANT OFA19 00 , / --_______. �� _ PILE CAP PER 51FS5-1.1 — ~��. .---•-•"--- (OMIT DOWELS w a _. - . WHERE SLAB IS w NOT PRESENT) 11111.1 Z H �� D Z 0 0 I _.-'------. I .------"'' ---.--"'L .--------- z 0 w z '` cn -fir .� \. I ./ U U °� o I 1 imii o IX z LL • Z — — — H — — — — — — j --- — — --- z; � /bio I , -r�i l � � II AT PILE TYPE B EXTEND - _ - CENTER BAR FULL LENGTH OF PILE PILE CAP \) PILE CAP 0 PILE CAP 0 PILE CAP n • S.0 :03C1UR4 SLAB-PILE DOWEL PLAN o��a pN°FFs CAP GIN N FF�y s-D co FS5-1.1 I 314"= 1'-0" cr 144 6541 1 PE r cc SLAB PER PLAN +•RE • o (REINF NOT SHOWN) -7 `1/ ,��. i'..1 *°)P /263 29•41, , V T/SLAB rik RYAN "-b • PER PLAN V 1EXPIRES: 12-31 -2018 14,UMW AVIliWaileill .- ., L i #5 DOWELS W/STD No. Date Issue HOOK IN SLAB -SEE 1 06.27.17 PHASED PERMIT-FOUND. _ PLAN FOR QUANTITY y -_ AND SPACING • 2 T/ PILE CAP PER PLAN I- ROUGHENED SURFACE wv �---�?, Project Architect UJ CL. o O _-. - Project Designer z o 0 2 O � �' Date 6.27.2017 1 LU U PILE CAP PER PLAN 161194 N z `� Job Number m .- 2 2 O (REINF NOT SHOWN) R CI I:t 03 m *.,,,s �\ T\ Drawn By 2 w • Checked By ARL Title TCS- . CONCRETE DETAILS `" F- z Sheet Number Ur E TYPICAL SECTION AT PILE CAP SLAB-PILE CAP DOWELS FS5-1 . 1 o �, 0 FS5-1.1 1 314" = 1'-0" FS5 1.1 I 1 112"= 1'-0" • ii= _--_---- - BUNDLED BARS OFFSET 11/1 ss • \\ • ' AS SHOWN TO AVOID / CONFLICT W/CROSS COL MARK 1 112" CLR 1 112" CLR r TIES K E P H A R T FLOOR Cl 'TYP - / TYP community planning .• . I A/ • architecture LEVEL 2 f ' - #4 CROSS TIES ► • �01555 WALNUT STREET ...� (ALTERNATE DENVER,COLORADO 80205 #4 CROSS TIES www.kephart.com HOOKS) (ALTERNATE r. ., -- #4 TIES • HOOKS) --/ GRID I #4 TIES f' W4 C- .) _ A ,' •• • _ = COL AND COL IS LEVEL 250— I z REINF PER PLAN TYPE A TYPE B ,/ ; - --- - k - (4)#8 BUNDLED MILLER LEVEL I ROUGHEN BARS SURFACE l . -PILE CAP CONSULTING a I 1/2" MAX OVER-POUR, PER PLAN ENGINEERS `" REMOVE ANY CONCRETE w - IN EXCESS OF 1/2" SIZE 16x24 ! 9570 SW BARBUR BLVD. O - TYPE ZONE A: A N (SEE 31FS5 1.2r ZONE B: B z SUITE ONE HUNDRED - - PORTLAND, OR 97219 T 503.246.1250 ___-•_.. •i 2CONCRETE COLUMN SCHEDULE CONCRETE COLUMN TYPES ALT COLUMN - FTG DOWELS �;�� ;� FS5-t2 I 112" = 1'-0" FS5-1.2 I 3/4" = 1' D" FS5-1.2 I 314" = 1'4Y 4• +.* -- -#4 TIES AND CROSS TIES PER COLUMN SCHEDULE ON 21FS5 12 EXTEND EVERY OTHER VERT ., BAR FOR CMU WALL (3Z OC) SPACED AT 3"ZONEOC INB ZONE A AND - - METAL STUD OR -, CMU WALL (NOT PART OFCO 4 1/2"OC IN B STOREFRONT • FOUNDATION PERMIT) —HDESIGNED BY OTHERS o `r. w (2)#4 CONT. AT ' m ♦�. z _ TOP OF WALL- . -- ANCHORS DESIGNED BY TOP OF WALL ,0 \ N OTHERS. (2)#4 CONT.AT r=4 Z 0 T/WALL I 1 f TIWALL � 4 �� 41 - _. SEE ARCH DWGS (i ) __ SEE ARCH DWGS 'Ili°- '.L•-.'---. 01- .,-,•"::.: LLI ci-, g #4 AT 12" OC HORIZ. -- #4 AT 12" OC HORIZ. --_ L r/ zAT SIM SEE 13/FS5-1.2FOR r .- TOP OF WALL CONDITION A , g O , II a. 1 ' • w Ceo_ n p --#4 AT 16" OC VERT. AT #4 AT 16" OC VERT.AT 01—( F- CENTER OF WALL W/ CENTER OF WALL W/ - .. LAP PER MATCH SIZE AND•-- - ¢ Cf) • STRUCTURAL NOTES, QUANTITY OF 0 STANDARD HOOK IN FTG STANDARD HOOK IN FTG r l TYP FOOTING TOP REINF. -� (ALTERNATE HOOK (ALTERNATE HOOK <IC v Ivi SLAB ON GRADE ---- a_ FORMSAVER DOWELS • DIRECTION) FORMSAVER DOWELS • DIRECTION) ili Cr) -=1 W/STD HOOK TO STEM WALL BEYOND W/STD HOOK TO LEVEL 1 r ¢ MATCH SLAB REINF \ MATCH SLAB REINF O w 1 112" SLAB ON GRADE 1 112" O z , w s `-1 CLR 0O - PER PLAN CLR \ / ..—.—... ~ LAP SPLICE FIN. GRADE - FIN. GRADE LAP SPLICE FIN11 1 1 1-1 1 1--- . GRADE { TRANSVERSE REINF- •i • Ij I II I i f • • T r REF_ PLAN LAP PER SCHED. TYP. 1 • _ { -111 IIIL- J 11 I II CA© I l 1 l 1 I— 1 L IHIliallalt, • _ • - '1 • #5 AT 16" OC W/STD h E 7. 41 1 HOOK EA. END v Q G� "�""" .*.� PH - ROUGHEN SURFACE ROUGHEN SURFACE ROUGHEN SURFACE e_....-..........t.. MATCH SIZE AND QUANTITY-- r - ' BETWEEN FLOORS I BETWEEN FLOORS i -- BETWEEN FLOORS OF FOOTING BOT REINF l — , - - - Ii I1114C I • . rirt U — I I III. O • � .� -.• 41 •�aPi..- -ge .- rnti oCD I I TIFTG PER PLAN CD � I T/FTG PER PLAN / TIFTG PER PLA FOOTING OR PILE CAP ��1� . T O •• PER PLAN --- DOWEL TO MATCH i - --1 _ -. VERT. COLUMN REINF • - _ J OR SEE 41 155 1.2FOR 1 ` • � _ (3j#4 CONT. T • • • (3)#4 CONT • . • 0 (3) #4 CONT. ALTERNATE DOWELS z _ H 2 Co JFM. l 1 = __ ¢ I U J _ I- 1 t t • F- d I o w \ �,,,. ;, . .,.,..,.,:� . , --- I i v v 3,4 CLR 4., 8" 6.. - ff r -III III 1 I 1 1 3 6„ 6„ 6„ 6„ 6" 6„ - - 2H CLR TYPICAL CAST IN PLACE COLUMN TYPICAL FOOTING STEP TYPICAL FOUNDATION WALL DOOR OPENING AT STEM WALL FOUNDATION WALL AT CMU FS5 1.2 314"= 1'-0" FS5-1.2 1 3/4" = 1'-0" FS5-1.2 I 1 112" = 1'-0" FS5 12 I 1 1/2" = 1' D" FS5-1.2 1 1 1/2"= 1'-0" -\ #3 HOOPS AT 9" OC- VERT STEM WALL REINF • • PER PLAN ,f - • COLUMN PER PLAN (REINF NOT SHOWM) (8)#6 LONG -EXTEND MIN 36"----- INTO PILE CAP OR TERMINATE \ STEM WALL PER PLAN 1/2" EXPANSION WI 18" EMBEDMENT AND STD • JOINT FILLER AND HOOK IN PILE CAP HORIZ STEM WALL REINF SEALANT TYP PER PLAN -TERMINATE r AT COLUMN • i 3\ . — . — " CLR -1:1 _ TYP -- i -i I I I S. kucTUR,q< 1'�6" .\ \),0) PROFFLc' �C--.. ��G t N F�� /0 t _ _ — 65411 PE�1 FORMSAVER DOWELS W/ r - STD HOOK TO MATO" SECTION AT GRADE BEAM 'RE CONC WALL PER PLAN SLAB RENF O,p �� 29, • �V NW (AS OCCURS) i • ® FS5-1.2 I 1 1/2"= 1-0" RYAt' �- LAP SPLICE SLAB DOWELS SLAB ON GRADE PER PLAN PER PLAN _ (EXPIRES: 12-31 -2018 I l 1 112"CLR L I i` r _.- POR PLAN , I No. Date Issue E7 7 1 06.27 17 PHASED PERMIT FOUND. � 1 { SLAB ON GRADE---• '` I N � 4. -i PER PLAN U , ill I SIZE AND QTY TO I I REBAR DOWELS • • J #4 AT 12" OC HORIZ REINF WI STD 1 MATCH TOP BARS W/ TO MATCH SOG IT •i ' Q STD HOOK EA END r _ a -- - -1 HOOK IN SLAB i 1 I 11 1 1-1 ! w [ I #4 AT 12" OC VERT 1 co --L, DEVELOPMENT LENGTH CENTERED IN WALL • i f j WI STD HOOK IN Project Architect g = EXTEND STEM WALL FTG • GRADE BEAM HO -(J Q --.ROUGHENED g REINF. MIN 2'-0" INTO PILE CAP - SURFACE Project Designer • s-. J- o w O ¢ ., Date 6.27.2017 Z _ .' #3 STIRRUP (16) #6 LONG N w m PER PLAN WALL - CAPS AT 9"OC PILE CAP PER PLAN ' .. I Job Number ••66 (REINF NOT SHOWN) w SLAP SPLICE TYP 161194 - Uy . .. `• • - -= SIZE AND QTY TO #3 CROSS TIES••-•-- ' 1 MATCH BOT BARS AT 9" OC Drawn By m EA r- 11 -__ 40 . I • 1 1 Checked By ARL t 1--- Title TO —I P I ----#3 STIRRUPS N BOT BARS PER PLAN 'T'(MIN) 1' 4" 8" 1' 0" AT 9"°c CONCRETE DETAILS �_ 3' 0" I • I- Sheet Number 0 -- 9STEM WALL AT COLUMN ELEVATION MAT FOUNDATION STEP SECTION AT GRADE BEAM 1 3 SLAB -_ STEM WALL E 01 1 a FS5 1.2 I 1" = 1' 0" FS5-1.2 I 3/4"= 1'-0" FS5-1.2 I 314" = 1'-0" FS5-1.2 I 3/4"= 1'-0" FS51 .2 0 EDGE OF PIT • ,= SUMP PIT ,11/ • 111 is r• 7 1' 8" ,' o"MIN K E P H A R T currmunity planning cr architecture #5 DOWELS TO MATCH 75S5 WALNUT STREET EDGE OF PIT �� CONC WALL VERT WALL REINF W/ ; DENVER,COLORADO 80205 \ SUMP PIT r,,..„ I/, PER PLAN STD HOOK IN SLAB --- CONC WALL www.kephart-com ( /„., ,/' r PER PLAN I/l \\\� o ��»� \\\\� `y HOOK TO MATDO SLAB REWELS W/SNFD PILE PER PLAN Lct AD / T/SLAB PER PLAN at / _______ a- I r....4•f la - z ,., _ . • • 1_i I f --- • 1\ I_ 1" CLR.- 1 t � MILLER •MAT FDN PER PLAN , --- CONSULTING • ENGINEERS , L > AT DOOR OPENING in..-,)- Ld Ld 9570 SW BARBUR BLVD. SUITE ONE HUNDRED a t PORTLAND, OR 97219 CONC WALL . FDN DOWELS ! T 503.246.1250 PER PLAN ! TO MATCH • - -•- • ., . • • • al l WALL REINF r 1. I • TERMIN 20" SQ STD OOKAAT SUMP PIT REINF PER PLAN -, • • T/ELEVATOR PIT SLAB • • / • ' .sr CO a • LV 'W..Vwv.— — —9 — — —",1n vwlr i •• •• I q • • d . a� — — — — ._— i_i___ 1 WALL INTER$�CTION OF SINGLE WALL G()RNER OF SINGLE AND _ AND DOUBLE LAYER DOUBLE LAYER REINFORCING w �; / �� REINFORCING O W/ f + - 1 �- v (1)VERT. BAR Z STD HOOK EA END \ � ---1 I I-----1 PILE PER PLAN ? ^ CENTERED IN SLAB aD • 1 a 1 - CORNER BARS AT „„a„� _ 8" 8" PILE PER PLANCONTRACTOR'S -- (AS OCCURS) OPTION Ld ., \ Ld (3)#5 U-BARS EW ..,,, L $" 8" CENTERED IN SLAB . . 1 Ld 2 (--1 1 i y / te" 1 c...5 • ELEVATOR SUMP PIT AT MAT FDN TYP ELEVATOR SUMP PIT SECTION AT ELEVATOR PIT � . ( • � ' • :< > : 1 • FM. I.' 1 FS5-1.3 I 3/4" = 1'-0" FS5 1.3 I 3/4"= 1`-0" FS5 1,3 I 314"= 1' 0" I\N, .t ^H ��- O c17) ' -HORIZ. BARS W/STD 90 i HAIRPIN TIE TO < U DEG HOOK OR CORNER I. `; MATCH SIZE AND BARS TO MATCH HORIZ. SPACING OF HORIZ. Clo Ci) WALL REINF BARS T- FORMSAVER DOWELS W/ • O O � CMU WALL PER AT CONC WALL, - -STD HOOK TO MATCH HORIZ. BARS W/ • � SLAB DOWELS -- W.. PLAN (AS OCCURS) EXTEND VERT SLAB RENF STD 90 DEG HOOK / I PER PLAN REINF AS / LAP SPLICE - - T/ SLAB AL SHOWN W/STD PER PLAN r ` r HOOK IN FTG - i' r ? WALL CORNER WALL INTERSECTION WALL END �1 TiCI ..-I C.19) le MAT FDN 1 1 112" cl_R - - - DOUBLE LAYER REINFORCING C1 O PER PLAN - - -. --I—, • 1 - (1)VERT. BAR WQ CORNER BARS AT En o CONTRACTOR'S (2)VERT. BARS . < -t Q OPTION Ld C) Ld ALTTERNATE - - 1 /STD-..../1 -1 D DIRECTION 00C. -------- 1 ,1,, #5 AT 12" OC W �� (11119 I HOOK EA. END, TYP I � -. 'I + ___._-.--------- --- _._. -----__ Li . ' - • )111• • ------ i 1 - b X 1III :� 1 .. 1 — CONST. JOINT ` .! �11 •\ • ----(1)VERT. BAR -� ��»E` -moi —��—� (AS OCCURS) `` I ----HORIZ. BARS W/STD 90 - CI I I I E Y DEG HOOK OR CORNER HORIZ. BARS W190 DEG 17--. � r ;.� HOOK-SKEW AS REQ'D �_ v � . WALL REINFBARS TO HORIZ. - TO MAINTAIN COVER co PER PLAN #5 AT 12"OC EA (AS OCCURS) WAY TOP AND BOT � OF ELEVATOR PIT �I SLAB WALL CORNER WALL INTERSECTION WALL END PROVIDE (1)#5 FOR SINGLE 3'-0" 3'-0" SINGLE LAYER REINFORCING LAYER REINF AND (2) #5 FOR PROVIDE STD HOOK WHEN `-DOUBLE LAYER REINF ON ALL DISTANCE FROM OPENING TO SIDES OF OPENING EDGE OF WALL IS LESS THAN 2'-6" N. SECTION AT ELEVATOR PIT TYP CONC WALL REINF - PLAN VIEW FS5-1.3 I 1/2"= 1'-0" FS5-1.3 I 314"= 1'-0" 1 /\ .1...\\/ \ .(.../ OPENING - SLAB ON GRADE O RA PER PLAN PER PLAN, TYP o I ► QRU UFS �p PRQ,c • 7 ♦�.+♦�.�.• \�� G , N FF s/0 ��1 = �� ,,"--J.--=,,.. �� CMU WALLAS OCCURS Cr 654 S 1 PE r • • _ 1 �� ' (NOT PART OF - �� 6 •• •• FOUNDATION PERMIT) STEP 0" TO 4" �� ♦�� a ��/ie 2 `\..�# ♦ ,�� .� 2s, �c, �Q I � � RYAiy 1!c • (\.. . \X/ \ `l. orit LAP SPLIt;E / ADHESIVE DOWELS AT I EXPIRES: 12 31 2018 I OY � • ate"- � CMU WALL(NOT PART � �� OF FOUNDATION TRENCH DRAIN PER �, �� PLUMBING SEE SEE ARCH SLAB ON GRADE .� . � PERMIT) z PLUMBING No. Date Issue g PER PLAN �� SLAB ON GRADE - , 06.27.17 PHASED PERMIT FOUNO.] r �* PER PIAN u . --- #5 AT 16"OC W/ FIN. GRADE 1 U STD HOOK EA END it I ii n55 I \ /. ua 2'-6"MIN Z H • k I I I -- -- - " STEP 4" TO 1'-0" ` • • • N �,, m �I 1 I— — HOOKED BARS Z • i I MATCH SLAB REINF. Z Project Architect III • 47441-..-viY-__-_- _ E t (a o ' 1 -- t "'- . CLR Za n O _I 11-1 1 1 Project Designer w ~ 1 a' II I r 0 6., \ • U 1 - r ,- -- - • Date 627.2017 I BARS TO MATCH SLAB J 1 ch _ l 1-.......--... REINFORCING, TYP . ;' 1 Cr‘'QI �' 1 0 Job Number 161194 s 8" 0 N Drawn By m STEP 1'-O" TO 4'40" MATCH SLAB - - Checked By REINF WIDTH AS REQD TO ARL ACCOMODATE TRENCH DRAIN 1"---- Title r CONCRETE DETAILS `V (— Sheet Number = 6TYP CONC WALL OPENING REINF TYPICAL STEP IN SLAB ON GRADE TYPICAL THICKENED SLAB EDGE DETAIL SECTION AT TRENCH DRAIN �' E FS5-1.3 1 3/4" = 1'-0" FS5 1.3 I 1" = 1' 0" FS5-1.3 I 1 112"= 1'-0" FS5 1.3 I 1 112"= 1'-0" a Fs5...i . 30 . o