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Plans (20) BU P2018-00307 PREPARED FOR: 0 0 STRUCTURAL NOTES � V 8 C7 CL, 8 CONC PANEL _...I1lir .0 GENERAL NOV 6 2018 BUTT JOINT 25'-0" CITY OF TIGARD PEI �— i ANY DISCREPANCY FOUND AMONG THE DRAWINGS, SPECIFICATIONS, THESE NOTES, AND THE SITE 175'-0" - CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN "�.� NG �!�l�SIo 1: TOP OF 5' 6" 14'-0° 5'-6" WRITING. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE ' 355 Goodpasture Island Rd Suite 300 t DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS PARAPET /�� — Eugene, OR 97401 AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR IS -_ 1 RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION. 541-341-3342 1.1 CODES SHADING INDICATES (NIPANE LOCATION ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF CITY LAKE I FOR ENLARGEMENT OSWEGO AND: THE 2015 INTERNATIONAL BUILDING CODE (IBC), AS AMENDED AND ADOPTED BY CITY OF N ALTERATIONS SEE LAKE OSWEGO AND THE STATE OF OREGON; A.C.I. 318; A.I.S.C. 14TH EDITION MANUAL AND AISC 14' NOTE: SEE DETAILS. rf DETAILS 360-2010; AWS D1.1-06; A.I.T.C. 2ND EDITION; NDS 2012 WITH 2008 WIND & SEISMIC PROVISIONS ANDEngin ®erin g FOR INTERIOR 1 A.I.S.I 2007 EDITION. 0.4.---AMP, FOR I ELEVATION �, J, Building Design Consultants i 1.2 DESIGN CRITERIA In 25964 129th PLACE SE SLAB ON °o `� A. VERTICAL LOADS LIVE ROOF (SNOW) 25PSF, DEAD ROOF 15PSF (CONTRACTOR SHALL CONFIRM KENT, WASHINGTON 98030 GRADE W/CTY) --al B. LATERAL LOADS:WIND: EXPOSURE B, ULTIMATE WIND SPEED, VULT = 110 M.P.H. (3 SECOND GUST). (253)220-0848 •; J NOMINAL WIND SPEED, SIMPLE DIAPHRAGM BUILDING, ENCLOSED, RISK CATEGORY II , INTERNAL 14'-0" Jr �, PRESSURE COEFFICIENT GCPI = 1.18 NEW OPENING C. SEISMIC: IMPORTANCE FACTOR, le 1.0 RISK CATEGORY II, MAPPED SPECTRAL RESPONSE DRF 0.489,0ICIDESIGNTS, Ss = 1.2556 AORY = DND Si = 0.4831, SOIL SITE CLASS = D, SDs = 0.837 AND SD1 = 'C" ,,,IG I N�F /O 0 2.Q CONCRETE � � 88508 �11, �� PARTIAL NORTH ELEVATION ON GRID A • • GIC NORMAL WEIGHT CONCRETE MEETING THE REQUIREMENTS OF ACI 301-02 ESTABLISH PROPORTIONS OF ,41 SCALE: 1/8"=1'-0" EIn CEMENT, COARSE AND FINE AGGREGATES, WATER, AND ADMIXTURES TO PRODUCE THE PROPERTIES ��� ��� �N �, 24'-4" 59'-8" �, 10'-6" 80' 6" Jr SPECIFIED FOR EACH CONCRETE MIX TYPE PER ACI-301 ON THE BASIS OF PREVIOUS FIELD EXPERIENCE 4F �,\'7 Q- N AMOUNTS OFTWATER UREDUDCINGTADMIXTURECTHATTA WILLPERMITPLACINGAWITHOET SSEEGREG ON, USE SFT C 31 2 S�� GI KEY PLAN SHOWING PANEL LOCATION HONEYCOMBING OR ROCK POCKETS. THE SLUMPS SPECIFIED ARE THE SLUMPS REQUIRED AT THE POINT OF 'R' gRP 0PLACEMENT INTO THE STRUCTURE. USE INTERIOR MECHANICAL VIBRATORS WITH 7000 RPM MINIMUM 9-06-18 SCALE: 1/16"=1'-O" FREQUENCY. DO NOT OVER-VIBRATE. DO NOT MOVE THE CONCRETE HORIZONTALLY USING THE VIBRATOR. CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR CONTROL JOINTS. PROTECT ALL FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE HOT OR COLD TEMPERATURES E FOR SEVEN DAYS AFTER POURING. PROVIDE ENGINEER WITH PROPOSED CONSTRUCTION OR CONTROL TOP PARAPET ,JOINT LOCATIONS FOR APPROVAL, OR USE JOINTS AS SHOWN ON THE DRAWINGS. ALL REINFORCEMENT R APPROXIMATE / /2B� TIE WIRES AND FORM ANCHORS SHALL BE CUT OFF FLUSH WITH THE SURFACE; SURFACES WHERE 4 DIMENSION _i__ � S2 FOR EXISTING C8) EXPOSED SHALL BE SMOOTH AND FREE FROM IRREGULARITIES. O / /�� ROOF FRAMING I� (MAY VARY) PLAN SEE 4/S2 2.1 STRENGTH TT�� • / V1 "� — DESIGN MIXES SHALL BE NORMAL WEIGHT CONCRETE WITH WITH A MINIMUM COMPRESSIVE STRENGTH OF I 3,000PSI, AND A WATER CEMENT RATIO NOT GREATER THEN 0.5, PER SECTION 1904, CONCRETE EXPOSED �; TO WEATHER AND GARAGE SLABS SHALL HAVE A MIN f'c = 3000 PSI AND HAVE 5% AIR ENTRAINMENT. PER SECTION 1704.4 EXCEPTION 2.3 NO SPECIAL INSPECTION IS REQUIRED AS THE 3000 PSI IS FOR DURABILITY ONLY. -i ho , LAI N TOP OF (E) TOP OF PILASTER (E) R_- ;.„, (E) \/ 2.2 MATERIAL - CEMENT, WATER & AGGREGATES PER ACI 301 ; �� PILASTER (E) . v..j BEAM NOT jEXTEND TOP OF4X6 LEDGER BEAM NOT SHOWN (E) CEMENT MUST CONFORM TO ASTM C-150, TYPE I OR TYPE II. ENGINEER'S APPROVAL IS REQUIRED FOR (N)Or HSS TO A MIN SHOWN �— (E) 6 CONC TILT UP PANEL USE OF TYPE III CEMENT, B. WATER TO BE CLEAN AND POTABLE, C. COARSE AND FINE AGGREGATES TOImti tl OF 3" FROM BOT (E) 2X4 AT 24" OC (SHADED) PERPENDICULAR ON CONFORM TO ASTM-033. NO ADMIXTURES ALLOWED. P4 �--I -1-4ifxOF (E) LEDGER GRID 8 3.5 REINFORCING STEEL O �, , :- � STEEL CLIPS AND BOLTS '_' DETAIL, FABRICATE AND PLACE PER AC1-315 AND ACI-318. SUPPORT REINFORCEMENT WITH APPROVED ` PER DETAILS 0 . ts:, fir, / CHAIRS, SPACERS, OR TIES., STEEL REINFORCEMENT SHALL BE NEW, DEFORMED BILLET STEEL, MEETING 1'-0"� (6) EQUAL BAY SPACES 1'-0" ASTM STANDARD A-615, A-706 AT BOUNDARY ELEMENTS; GRADE 60 FOR #3 AND LARGER BARS (21 UNLESS NOTED OTHERWISE ON THE PLANS. SHOP DRAWINGS SHALL BE MARKED ACCORDINGLY AND Ct b � SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. GRADE 60 REBARS SHALL NOT BE � 5 ..d Cil MW:: 5B BENT IN FIELD AFTER CONCRETE PLACEMENT. ALL BEND SHALL BE PER ACI. LAPS: ALL TENSION -I It S2 (N) HSS 8X6 HEADER SPLICES ARE ACCORDING TO ACI 318, CLASS B AND ALL COMPRESSION SPLICES ARE 30 DIAMETERS FOR CI f'c GREATER THAN 3000 PSI AND ARE 40 DIAMETERS FOR f'c WHICH IS LESS THAN 3000 PSI, UNLESS "' _ ° I - irk L°1 ° 19 `� I ° 1 0 _ W NOTED OTHERWISE. SEE DETAIL -/S3.0 FOR BREAKDOWN BY BAR SIZE. REBAR COVER: PROVIDE BOT OF CONC OPENING 16'-O" CONCRETE PROTECTION FOR REINFORCEMENT PER THE ACI-318 SPECIFICATIONS. V) Ir 3.0 WELDINGv rTl z A. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1 "STRUCTURAL WELDING CODE" & D1.34 cz— T1, 5A "STRUCTURAL WELDING CODE --- SHEET STEEL." OFFICE COP Ilifi _ SPECIAL NOTE: CONTRACTOR SHALL V DARKER SHADE INSTALL NEW HSS COL'S & BEAM WITH INDICATES HSS B. ALL WELDING SHALL BE DONE BY AWS/WABO (WASHINGTON STATE ASSOCIATION OF BUILDING ^ SEE 5A & 58 ALL CONNECTIONS PRIOR TO CUTTING hid TUBE STEELON S2 FOR ' OFFICIALS) CERTIFIED WELDERS. FOR ALL MOMENT FRAMES WELDERS SHALL HAVE ADDITIONAL CITY HOLE. AFTER HOLE IS CUT INSTALL BENT OF TIGARD INTERSECTION HOE. OPENING WRAP & CONNECTIONS CERTIFICATION SHOWING QUALIFIED IN ACCORDANCE WITH AWS D1.8, SECTION 5, WELDER Ile.vLaw r. FOR CODE COMPLIANCE . i TO HSS. ALL SHORING REQ'D TO COMPETE QUALIFICATION, THE SUPPLEMENTAL WELDER QUALIFICATION FOR RESTRICTED ACCESS WELDING. O Approved: v`l¢, WORK IS PER CONTRACTOR. D. ADDITIONAL FIELD WELDING MAY BE REQUIRED FROM THAT SHOWN ON THE DETAILS, DEPENDING ON l PP j THE JOINT CONFIGURATION, SPLICE LOCATIONS, ERECTION SEQUENCES, ETC. THE CONTRACTOR SHALL OTC: _, # I . . - N SPECIAL NOTE: CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL FIELD WELDS AND SUBMIT THEM FOR REVIEW. FIELD WELDING Permit SC t} r) 1 R -� f) -1 f� N - X-RAY EXISTING REINF IN EXISTING f� �� �`� _ i � _ I � SHOULD BE MINIMIZED WHEREVER POSSIBLE. Address: Gc�C- Vii., j h v YS r CONCRETE WALL SO AS TO NO DISTURB Suite#' w REINF WHILE PLACING SIMPSON TITAN E. THE MINIMUM WELD SIZE USED SHALL BE 3/16" U.N.O. ON PLANS. ALL WELDS SHALL BE MADE - co HD BOLTS. CONTRACTOR SHALL ALSO USING LOW-HYDROGEN ELECTRODES WITH MINIMUM TENSILE STRENGTH = 70 KSI. LOW HYDROGEN REVISIONS TO THIS SHEET: By; —tr Dates 1 1 - -) NOTIFY ENGINEER IF ANY REINF IS SMAW ELECTRODES SHALL BE USED WITHIN FOUR HOURS OF OPENING THEIR HERMETICALLY SEALED DISTURBED. CONTAINERS OR SHALL BE REDRIED PER AWS D1.1, SECTION 4.5. ELECTRODES SHALL BE REDRIED • I I NO MORE THAN ONE TIME, AND ELECTRODES THAT HAVE BEEN WET SHALL NOT BE USED. LIGHTER SHADE G. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE JOINT PREPARATIONS AND WELDING Cl I INDICATES NEW OPENING �` `- PROCEDURES THAT INCLUDE, BUT ARE NOT LIMITED TO: REQUIRED ROOT OPENINGS; ROOT FACE —(E) CONCRETE I DIMENSIONS; GROVE ANGLES; BACKING BARS; COPES; SURFACE ROUGHNESS VALUES; AND TAPERS —�. F f� — - -- SHADING INDICATES NEW OPENING. CD PILASTER AT OF UNEQUAL PARTS. SPECIA1-�N�PEOTION REQa CodeANEL ABUTTMENT DASHED LINE PERIMETER OF -co`D INTERSECTION I OPENING INDICATES BENT PLATE State of Oregon Structural Spec r 4.0 STRUCTURAL STEEL WRAPPING OPENING PER DETAILS s...• Steel I A. ALL DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO THE AISC ` Concrete and Reantorcmg — � "MANUAL OF STEEL CONSTRUCTION." STEEL SHALL CONFORM TO THE FOLLOWING, UNO: Bolts Installed in Concrete (E) CONCRETE PILASTER Special Moment-Resisting Concrete Frame I ALL STEEL, UNO - ASTM A992.ASTM A572, GRADE 50, A447, Fy = 50 KSI OR A588 Fy = 50, KSI SteeiTondorra I AT CORNER INTERSECTION ONLY W/ PRIOR APPROVAL OF ENGINEER OF RECORD. • Steel&Prestressul9 ANGLES - ASTM A36, Fy = 36 ksi Q Reinforcing I - - 411 CHANNELS, EMBEDMENTS IN CONCRETE AND MISC. STEEL ASTM A36, Fy = 36 ksi OR TYPES Structural Welding I LISTED UNDER METALS, UNO "ALL STEEL" , htBolting , I SQUARE AND RECTANGULAR STRUCTURAL TUBES ASTM A500, GRADE B, Fy = 46 ksi '� High. Streng 0 Structural Masonry [l PROJECT NO. : 18.076 - ,_ T -._ �- � B. ALL WORK SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATION. SHOP DRAWINGS SHALL BE 0Reinforced Gypsum Concrete CoSUBMITTED TO THE ARCHITECT/ENGINEER BEFORE COMMENCING FABRICATION. ALL STEEL ANCHORS Ccncrete Fill � PER ORIGINAL 1973 PLANS AND TIES AND OTHER MEMBERS EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED. DESIGNED BY : DHP Insulating THE 6" CONCRETE PANELS DIMENSIONAL TOLERANCE FOR BUILD-UP MEMBERS SHALL BE PER AWS D1.1. GENERAL NOTES FOR ❑ SprayA� l;cdFir$ Fiesist'+veMate>1 1All F HAVE #4 REINF EACH WAY STEEL CONNECTIONS SHALL APPLY TO ALL STEEL CONNECTIONS, UNO. t AT 12"OC AT CENTERLINE C. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS THAT INCLUDE, BUT ARE NOT DRAWN BY 0 pilings,Drlliv'3 Piers and Caissons OF WALL. CONTRACTOR LIMITED TO: ERECTION ANGLES; LIFT HOLES, AND OTHER AIDS. El ShotcrateIN SHALL CONFIRM D. METAL PROTECTION - ALL MISCELLANEOUS STEEL AND HARDWARE EXPOSED TO VIEW OR IN ( ° I UNHEATED PORTION OF BUILDING SHALL BE GALVANIZED PER ASTM A-123 WITH 1.25 07. OF ZINC ISSUE DATE 9-06-18 i;ar'Ing,!xcavatian and Filling — [� Special. o ! S.O.G. SPECTER PER SQUARE FOOT OF SURFACE AREA. ALL OTHER STEEL SURFACES TO BE SHOP I (] Smoke Car:Ei'cf Systems [ � - PAINTED AFTER FABRICATION. LATEST REV. )k It__ E. FOR MOMENT FRAMES WELD METAL SHALL HAVE A CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBS Other ins[actions AT -20 DEGREES F AND 40 FT-LBS AT 70 DEGREES OF DWG. SET �� ow 6 F. GROUT FOR BEARING PLATES SHALL BE NON-SHRINK EMBECO BY MASTER BUILDERS, INC. OR EDGE OF CONCRETE PANELS / 3/8" WY EDGE OF CONC PANEL ON APPROVED EQUAL. ARE GAPPED 3/4" APPART -34,- 5'-5 5/8 14'-0" OPENING ! 4'-11 1/4° 3/4" 6"� GRID "A" IS GAPPED 3/4" 5.0 SPECIAL INSPECTIONS: OR 3/8" TO GRID AT FROM INSIDE FACE OF VALIDITY OF PERMIT CENTERLINE BETWEEN THEM. , 24'-4 7/8" EDGE OF PANEL TO EDGE OF PANEL PANEL ON GRID "8" SPECIAL INSPECTIONS SHALL CONFORM TO SECTION 1704 OF THE 2012 IBC AND SHALL BE PERFORMED THE ISSUANCE OFA PERMITBY AN APPROVED PERSON FOR GENERAL CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS BASED ON CONSTRUCTION ,. 25-0" GRID TO GRID ,iE AS DEFINED IN IBC SECTION 1702. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE DOCUMENTS AND OTHER RESPONSIBILITY FOR INSPECTION AS REQUIRED BY IBC SECTIONS 109 OR 1704. DATA SHALL NOT PREVENT THE CODE OFFICIAL FROM ELEVATION OF CONC PANEL ON GRID A W/ NEW OPENING 6.0 MISCELLANEOUS REQUIRING THE CORRECTION VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO PROCEEDING. PROVIDE ERECTION BRACING AS OF ERRORS. OSSC 105.4 SCALE: 1/2"=1'-0" ( vi EWFO /� V \ TEL00 < N G 0 J T) NECESSARY UNTIL PERMANENT SUPPORT AND STIFFNESS ARE INSTALLED. REFER TO ARCHITECTURAL VV FOV PLANS FOR WALL OPENING, ARCHITECTURAL TREATMENT AND DIMENSIONS NOT SHOWN. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SIZE AND LOCATION OF ALL OPENINGS FOR DUCTS, PIPES, CONDUITS, ETC., NOT SHOWN. S I PREPARED FOR: GRID IS LOCATED @ 7 0 ....., OF 3/4" JOINT 25-D BTWN GRIDS I • I BM TO 3/8„ ,� 24' 4 7/8" PANEL WIDTH ,, 3/4 PW: 1. •:. i 5'-5 5/8" 14'-D" NEW OPENING 4-11 1/4" 6" L 1/4" V COLUMN 3/4" JOINT N.N. AFTER CUT AFTER CUT 355 Goodpasture Island Rd Suite 300 • Eugene,OR 97401 G ♦ . - .r 4 a - I .�, \ ,. • \ j 541-341-3342 4 r a2 1/2"0x3-1/2" SIMPSON ° a 4 v I 4T .,., ° Ad 4G �...� ':_ TITEN HD ® � OF ; n a ° a .+ „ �»� d _ `rte 41 a . Li �� ;g14° ID I-1 P .1 ° a CONC. © 24 O.C. 4 ° _44_ F, NEW JAMB EDGE CUT ,.,, �. I ° U ° 4 1 3/4' BELOW © OPENING ;; dP4var 4 k qso -ol - an gin acerin g N �' Buildin Design Consultants HSS 8x6 BEAM a A G ° : a BENT PLATE 1/4"x2-1/2"x11" t 4 g g I a A 25964 129th PLACE SE � HSS 6x6 COL ° E PILASTSER d� I /BENT PLATE ( ) 4KENT,WASHINGTON 98030 4 4 o 2"® 24"O.C.I/3/16" TO HSS 4 ° O HEADER TO COL CONN " 1'-2" I c 4 �~ �� �2s3� 220-0848 * /WELD ® 3 NOTE: © TITEN HD DRILL HOLES 1/4" DEEPER (N) HSS 11 1/2" ° (E) PILASTSER 3/161/2" \SIDE EA. THAN EMBED BOLT REQ'MT SHOWN SEE MANUF 6x6x1/ L3x3x1/4x0'-4" W/ �r SIMPSON TITEN HD FOR PROPER INSTALLATION REQUIREMENTS U ���p PRO,f ANGLE & BOLT PER 1/2"0 X w/ 3-1/2" �,' �aG I N E A. °�0� 3/S1 & 3/S2 {U EMBED ® CENTER HSS COLUMN & BENT PLATE (a, OPENING JAMB • c 88508 9, UGI R SCALE: 1 1/2"=1'-0"41"14 . 1 W4 ` E . , INSIDE a OUTSIDE • - a 400 31 ,.p'�°' �- . HSS 8x6x1 4 ° BOLT ® 24" O.C. ® CENTERLINE TOP OF ROOF PARAPET (E) 4x6 LEDGER SFT R. BRP �� HEADER / " SEE ARCH FOR (E) 2x4 RAFTER AT 24" O.C. 9-06-18 / FLASHING AND TOP OF ROOF (E) FLASHING ' ° % +G MOISTURE PROTECTION PARAPET (E) PW, \ \ r -- BENT PLATE (E) ROOF PW \ !7„...-0". �■l 0 HEAD / 2"024"O.C. I/3/16" t�h BENT PLATE C�1 JAMB r� Z I' I a ' / o HSS 6x6 COL I �� TILT UP PANEL = a a e �� V 1 I 14 V a NI z ° (E) LEDGER •, 4x (E)2x4 0 24" O.C. 1 a° WELDED m � CAP PLATE © SECTION © OPENING HEAD 3" MIN 6" MAX ,, d e 4._____.--- TELT 1/2"P 0-� r z�x (N) COL STEEL ANGLE & • 11111. (N) CLIP AND _ .�......� _ Q STRONGBACK •i- EXTEND 2-1/2 LEG OF HORIZ / BOLT TO CONC I -I'` � CONNECTION PER Il BENT PLATE TO BUT WITH 6 PER OTHER I "-) DETAIL BUT VERT BENT PLATE & WELD ..\., 11 DETAILS I I ° I PROVIDE EA SIDE +, CONC PANEL AS SHOWN P4 o , ' a SHADING INDICATES (— — -- 1 =L_ (N) COL STRONGBACK r 0 o ZCZi b:t1) OPENING I 0 0 dq /DO I SECTION CD TOP OF NEW JAMB STRONGBACK ,_.., BENT PLATE TO\ ' I © PANEL TO ROOF (2) Ct b 0 • Q ELEVATION © TOP OF NEW JAMB STRONGBACK BENT PLATE � ,•••�•'�� �- • � / 6" I/3/16" 2-1 " �1— V] czl BENT PLATE JAMB & TOP OF NEW HSS COL STRONGBACK it 1Ri ." B HEAD SHALL BE 2 1/2x11 SCALE: 1 1/2"=1'-0" H ELEVATION FROM OUTSIDE M In ch z R LOOKING IN W / BUTT WELD TO L. z II \ COL. (3) SIDES OPENING HEADER & JAMBS 4 a SCALE: 1 1/2"=1'-0"€11 ,-- BENT PLATE 1/4"x2-1/2"x11" 1 6" CONC T 4 ° 1/2"0x3" EMBED SIMPSON TITEN HD 0 r.:) n4 TILT UP a ^ (N) ANGLE & BOLT .< ° """"` ��� � OF CONC. NOTE DRILL HOLE DEEPER a c� �� AS REQUIRED AND INSTALL PER MFR - - SPECIFICATIONS. O 4 'IrO I: 4 4 iy,- "'I /BENT PLATE /3/16 V NEW BENT r (N) HSS HEADER It WRAP © • �� O � �.�_� 3/16"1/ 2"©24"0.C.\TO HSS 4 L�.,Ic 2 OPENING PER 6 7 (-ED 1" O DETAIL Q - 25`-0" 25'—o" REVISIONS TO THIS SHEET: 4a Y „ 1% ANGLE WRAP PER 7, •1* ,' ©CI) PLAN OTHER DETAILS6" CONC (E) 2x4 ® (E} 4x6 LEDGER NEW DOOR I��� BASE PLATE 6" CONC ,, TILT WALL 24 O.C. LOCATION � 6„ HSS TILT UP � 1 4 ENT LA I iA J ///777/?/ /,'� %l, / "' O- w (.1) ': i 77,-- (N) HSS JAMB a 1-L1 1 STRONGBACK I z °5a I A - CogGRaa �¢ BENT PLATE G RENTOZ 60 x14lir, i , 4 - HSS COL 9 0 # \ 2 ;, CONTRACTOR SHALL =� - BENT PLATE (SHADED) Z o CONFIRM EXISTINGtiNi Li.' ° FRAMING AS SHOWNv.Po FIRST TITEN BOLT ® 6" I OR NOTIFY OWNER IN ` O , *: „ FROM TOP & BOT OF NEW OPENING FOR JAMB i� = � z IN 6" CONC l 4 STRONGBACK TO 6x14 N WRITING IF DIFFERENT r OPENING THEN © 24" 0.C. TILT UP WALL �; S.O.G. CONNECTION THROUGHOUT @ OF WALL SHADED (NOT SHOWN) SEE 1 ® o _ 3/4"x6"x9" aa I3/4„ NON BASE PLATE = (E REINF. CONFIRM) `�' 6x14 r �..= SHRINK GROUT PROJECT NO. 18.076 NEW EXTERIORvaivnit c, � - ENTRY RAMP & "' B } i a c. If.�� WALL BY OTHERS - x x » ,e_ 6 DESIGNED BY DHP ° `� 2 1 " DIAM J ° ♦ CONC TILT UP (N) CUT ELEVATION rn O / PANEL CUT OF WALL EQUALS . 4 G -ry SIMPSON TITAN HD FLUSH WITH TOP OF (E) S.O.G. • 4 4i. • z �! d a. 6x14 WITH 3" EMBED DRAWN BY °' B ELEVATION �� f SLAB SEE 7/S2 CONFIRM W/ OWNER ° A Q® BASE PLATE , , (E) REINF ISSUE DATE : 9-06-18 .o CONFIRM • (E) FOOTING I a4 / N LATEST REV. b6 6x14 da 4 6 4 ., - ° < _ ° c C 4 'A OF DWG. SET • a .6< 4.a 4c (E) FTG 4 a 4 44 4 G �_ - e ° d 0.i G 4 ° a 4 6x14 0 e i a q il 1 Q SECTION 6 CUT EXISTING WALL 4 EXISTING PARTIAL ROOF FRAMING PLAN HSS BASE PLATE CONN. S2 TO TOP OF S.O.G. SCALE: 1/8"=1'-0" SCALE: 1 1/2"=1`-0" SCALE: 1 1/2"=1'-0" 7-191=4""