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2400 SEMINOLE RD - REVISION 2-26-18CITY OF ATLANTIC BEACH 800 Seminole Road F E B 2 6 2018 Atlantic Beach, Florida 32233 REVISION REQUEST / CORRECTIONS TO PLAN REVIEW COMMENTS Date ,), 2 6- I Fa Revision to Issued Permit/ Corrections to Comments Project Address �/Z)z) Contractor / Contact Name A'-') /'' PhoneD� j� S77 Permit Description of Proposed Revision / Corrections: Additional Increase in Building Value $ By signing below, I Signature of name) Email d ���' ,Lr ��jdd�"'� , C✓�_ Permit Fee /Due $ IL Additional S.F. affirm the Revision is inclusive of the proposed changes. must sign if increase in valuation) Approved eIr Denied Revision/Plan Review Comments 6b Department Review Required: Buil in Planning & Zoning Tree Administrator Public Works Public Utilities Public Safety Fire Services (Office Use Only) Not Applicable to Department - 9110 P-ev. S4,-vcT. Reviewed By /G 12o 61' Date �OA- GENERAL NOTES & DESIGN CRITERIA: CODES: AND FLORIDA EXISTING BUILDING CODE 5th EDITION (2014), ACI -301, ACI -530, ACI -318, ACI -360, ASCE 7-10, AISC, AWS, AISI, ANSI. CLASSIFICATION OF WORK: EARTH OR WEATHER: ALTERATION . -.. LEVEL. 2.... PER CHAPTER 5, SECTION 504 & CHAPTER 8 DESIGN LIMITATIONS: 2" THIS DESIGN AND THESE DRAWINGS ARE LIMITED TO ONLY THE STRUCTURAL ASPECTS OF THE APPLICABLE CODES AS THEY PERTAIN TO THE NEW CONCRETE POST AND BEAM FRAMES AT THE GARAGE AND THE EXTERIOR MASONRY WALL ABOVE THE GARAGE. LOADS: STIRRUPS: GRAVITY: SLABS—ON—GRADE ROOF LIVE. LOAD: ..... 20 PSF (w/ CODE REDUCTIONS) ATTIC w/. STORAGE .. ..... 30 PSF RESIDENTIAL. FLOORS:. ... .... . ... .40 PSF (IND LOAD: BASIC WIND. SPEED, V. (ULTIMATE) 129 MPH RISK. CATEGORY . I ...... 2 EXPOSURE. CATEGORY D INTERNAL . PRESSURE COEFFICIENT ..... .±0.18 (ENCLOSED BLDG.) .PRESSURES ON COMPONENTS & CLADDING. N/A SOILS INFORMATION: NET .SOIL BEARING. CAPACITY 2500 PSF (ASSUMED) THE GENERAL CONTRACTOR IS RESPONSIBLE TO EMPLOY AN INDEPENDENT QUALIFIED TESTING LABORATORY TO INSPECT EARTHWORK OPERATION AND TEST COMPACTED SOILS AND FOOTING EXCAVATIONS TO INSURE AND CERTIFY THAT THE SOILS SUPPORTING FOOTINGS AND SLABS ARE ADEQUATE TO PROPERLY SUPPORT DESIGN LOADS. CONCRETE: ALL CONCRETE SHALL BE NORMAL WEIGHT w/ A 28 DAY COMPRESSIVE STRENGTH FOR THE FOLLOWING: FOOTINGS 3000 PSI SLABS ON GRADE.... 3000 PSI .BEAMS.ABOVE.GRADE 4000 PSI COLUMNS, 4500 PSI WALLS 4000 PSI REINFORCING .STEEL. ASTM A615, Grade 60 LAPS 48 BAR DIA. UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM COVER FOR REINFORCING SHALL BE THE FOLLOWING: m OR a''a CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CONCRETE EXPOSED TO EARTH OR WEATHER: #6 THRU #18 BARS: 2" #5 BAR, W31 OR D31 WIRE AND SMALLER: 11/2" BEAMS, COLUMNS: Z W Q 0 PRIMARY REINF., TIES, STIRRUPS: 11/2" SLABS—ON—GRADE Lu 1 " FROM TOP A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD TESTING INCLUDING SLUMP TESTS AND CYLINDER BREAKS TO ENSURE CONFORMANCE WITH PLANS & SPECIFICATIONS (IF PROVIDED). SUBMIT REPORTS FOR REVIEW AND APPROVAL. MINIMUM FREQUENCY OF TESTING FOR EACH CLASS OF CONCRETE IS THE GREATEST OF: A) ONCE EACH DAY. B) ONCE FOR EACH 100 CY C) ONCE FOR EACH 5,000 SF OF SLAB OR WALL SURFACE AREA. D) FIVE TESTS. ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES IN COMFORMANCE WITH ACI 315 DURING PLACEMENT OF CONCRETE. SHORING & RESHORING: ALL SHORING EQUIPMENT, INCLUDING EQUIPMENT USED IN RESHORING OPERATIONS, SHALL BE INSPECTED PRIOR TO ERECTION TO DETERMINE THAT THE EQUIPMENT MEETS THE REQUIREMENTS SPECIFIED IN THE FORMWORK DRAWINGS. DAMAGED SHORING EQUIPMENT MUST NOT BE USED FOR SHORING. ERECTED SHORING EQUIPMENT MUST BE INSPECTED IMMEDIATELY PRIOR TO, DURING, AND IMMEDIATELY AFTER CONCRETE PLACEMENT. SHORING EQUIPMENT THAT IS FOUND TO BE DAMAGED OR WEAKENED AFTER ERECTION MUST BE IMMEDIATELY REINFORCED. SINGLE POST SHORES MUST MEET THE FOLLOWING REQUIREMENTS: • DESIGNED AND INSPECTED BY A QUALIFIED STRUCTURAL ENGINEER. • VERTICALLY ALIGNED • PROPERLY SPLICED TO PREVENT MISALIGNMENT • ADEQUATELY BRACED IN TWO MUTUALLY PERPENDICULAR DIRECTIONS AT THE SPLICE LEVEL. EACH TIER MUST BE DIAGONALLY BRACED IN THE SAME TWO DIRECTIONS. ADJUSTMENT OF SINGLE POST SHORES TO RAISE FORMWORK MUST NOT BE MADE AFTER THE PLACEMENT OF CONCRETE. ALL BASE PLATES, SHORE HEADS, EXTENSION DEVICES, AND ADJUSTMENT SCREWS SHALL BE IN FIRM CONTACT, AND SECURED WHEN NECESSARY, WITH THE FOUNDATION AND THE FORM. ECCENTRIC LOADS ON SHORE HEADS AND SIMILAR MEMBERS IS PROHIBITED UNLESS THESE MEMBERS HAVE BEEN DESIGNED FOR SUCH LOADING. RESHORING SHALL BE ERECTED AS THE ORIGINAL FORMS ARE REMOVED WHENEVER THE CONCRETE IS REQUIRED TO SUPPORT LOADS IN EXCESS OF ITS CAPACITY. MINIMUM NUMBER OF DAYS PRIOR TO FORMWORK STRIPPING: COLUMNS & PIERS . 7 DAYS BEAMS.. 7 DAYS OR WHEN CONCRETE STRENGTH HAS REACHED 3000 PSI. STRUCTURAL STEEL: HIGH STRENGTH STRUCTURAL. STEEL . ASTM A992, Fy=50 KSI PIPE. ASTM A53, Grade B, Fy=35 KSI ANGLES,. PLATES .& .MISC. STEEL ASTM A36 WELDED STUDS ASTM A108, Grade 1015 THRU 1020 WELDS AWS, SERIES E70XX BRACE AND MAINTAIN ALL STEEL IN ALIGNMENT UNTIL OTHER PARTS OF CONSTRUCTION NECESSARY FOR PERMANENT SUPPORT ARE COMPLETED. INSTALL TEMPORARY SHORING AS REQUIRED FOR THE STABILITY OF THE STEEL FRAME UNTIL ALL STRUCTURAL ELEMENTS HAVE BEEN COMPLETED AND THE BUILDING IS ENCLOSED. EPDXY: CONCRETE & CONCRETE MASONRY SIMPSON "SET—XP" (FL16230.3) OR ENGINEER APPROVED EQUAL INSTALL ANCHORS TO MEET THE REQUIREMENTS INDICATED IN THE DRAWINGS AND THE MANUFACTURER'S RECOMMENDATIONS. LOCATE BY NON—DESTRUCTIVE MEANS, AND AVOID ALL EXISTING REINFORCEMENT PRIOR TO INSTALLATION OF ANCHORS. IF EXISTING REINFORCING LAYOUT PROHIBITS THE INSTALLATION OF ANCHORS AS INDICATED IN THE DRAWINGS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF RECORD IMMEDIATELY. INSTALL MASONRY ANCHORS IN SOLID MASONRY OR IN HOLLOW MASONRY THAT HAS BEEN GROUTED SOLID AT LEAST ONE COURSE ABOVE, ONE COURSE BELOW, AND ONE COURSE ON EACH SIDE OF THE ANCHOR. MASONRY: CONCRETE BLOCK . ... .. ASTM C90, f'm=1500 PSI MORTAR ASTM C270 TYPICAL WALLS TYPE "S" COMPRESSIVE STRENGTH=1800 PSI SITE TESTED MORTAR CUBES SHALL ACHIEVE A MINIMUM OF 80% OF THE DESIGN COMPRESSIVE STRENGTH. GROUT ASTM C476 ALL GROUT SHALL BE A SHRINKAGE COMPENSATING, PRE—MIXED TYPE CONSISTING OF NON—METALLIC AGGREGATE WITH A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS AND A SLUMP OF 8" TO 11 " WITH 3/8" MAX. AGGREGATE. MASONRY REINFORCING LAPS (TYPICAL U.Q.N.).. 48 BAR DIAMETERS HORIZ. REINFORCING ASTM A-82 9 Ga. MINIMUM, LADDER TYPE BRICK TIES & MASONRY ANCHORS DUR—O—WALL OR ENGINEER APPROVED EQUAL BLOCK SHALL NOT BE MOISTENED BEFORE GROUTING. ALL MASONRY CROSS WEBS SHALL BE FULLY BEDDED IN MORTAR AROUND CELLS TO BE GROUTED. GROUT PLACEMENT STOPPED FOR (1) HOUR OR MORE SHOULD BE STOPPED 1 1/2" BELOW THE TOP OF THE MASONRY UNIT TO PROVIDE A KEY FOR SUBSEQUENT GROUTING. UNIFORM LOADS ARE NOT TO BE APPLIED TO MASONRY WALLS FOR (3) DAYS. CONCENTRATED LOADS ARE NOT TO BE APPLIED TO MASONRY WALLS FOR (7) DAYS. VERTICAL REINFORCING MUST HAVE A MINIMUM CLEARANCE OF 3-1/2" TO INSIDE FACE. VERTICAL REINFORCING IN WALLS SHALL BE SECURED AND LATERALLY SUPPORTED AGAINST DISPLACEMENT AT INTERVALS NOT EXCEEDING 192x(BAR DIAMETER) OR 10 FT (WHICHEVER IS LESS) WHENEVER A CLEANOUT IS REQUIRED. TYPICAL VERTICAL REINFORCING SIZE AND SPACING SHALL BE ABOVE AND BELOW ALL WALL OPENINGS. EXTEND ALL VERTICAL WALL REINFORCEMENT TO WITHIN 2" OF TOP OF WALL OR BEAM UNLESS NOTED OTHERWISE. TEMPORARY SHORING FOR ALL EXTERIOR MASONRY WALLS SHALL REMAIN IN PLACE & CONNECTED ELIMINATING CANTILEVER ACTION OF THE WALLS UNTIL FINAL CONNECTIONS ARE COMPLETED. MISCELLANEOUS NOTES: A. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TEMPORARY BRACING THAT IS REQUIRED DURING CONSTRUCTION TO KEEP THE STRUCTURE SAFE & PLUMB UNTIL THE ENTIRE STRUCTURE_ IS ERECTED. BRACING SHOWN ON DRAWINGS IS FOR THE COMPLETED STRUCTURE ONLY. B. ALL STRUCTURAL OPENINGS AROUND OR AFFECTED BY MECHANICAL ELECTRICAL, AND PLUMBING EQUIPMENT SHALL BE VERIFIED WITH EQUIPMENT PURCHASED BEFORE: PROCEEDING WITH STRUCTURAL WORK. C. FIELD VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH WORK. D. IF FOOTING ELEVATIONS SHOWN OCCUR IN DISTURBED, UNSTABLE OR UNSUITABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. RENOVATION NOTES: A. CONTRACTOR SHALL VERIFY ALL EXIS-FING DIMENSIONS & CONDITIONS OF EXISTING STRUCTURE & SITE THAT ARE AFFECTED BY NEW WORK. B. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS & REPORT ANY STRUCTURE & SITE DEVIATIONS Sc DISCREPANCIES IMMEDIATELY TO THE ENGINEER. SUGGESTED CONSTRUCTION SEQUENCE: 1. CONSTRUCTION NEW FOUNDATIONS 2. SHORE 3. DEMOLITION 4. CONSTRUCTION NEW BEAMS & COLUMNS 5. RECONSTRUCT MASONRY WALL 6. REMOVE SHORES 7. REPAIR SLAB ON GRADE 8. RESTORE EXISTING FINISHING VICINITY MAP PROJECT ADDRESS: 2400 SEMINOLE ROAD ATLANTIC BEACH, FLORIDA 32233 SHEET INDEX S-0 S-1 S-2 S-3 S-4 S-5 SHEET NAME Z 0 0 w � Z W iz X O o� Z W Q 0 O __j ..J J ILL Lu ao FLdL. o � z U m Q s Jz Lo ZK> W M Z Z aop (�j o o H Q M< ateE¢ v rn W o=W o �z Za0 a w P ■rir�z 5aF a o o U IJi > CD 00o U' LLJ ,p Z . Q 9 N Z m OR a''a owe } ¢ocn 3 XP m 2_6 Lai. F _.� W... 0 coo a c C9 � 2 N d �� co M 2<U J 44 o F Wo� N o w owz Z 0 O o Z W Q 0 O __j ILL Lu _ U C' z w m Lu u) U t,7 o Z Z N H Q CCQ C W J GENERAL NOTES & DESIGN CRITERIA EXISTING SECOND FLOOR FRAMING PLAN SHORING PLANS AND DETAIL410P*' 8•Key .� SHORING SECTIONS & DETAILS N SHORING SECTIONS & DETAILS ro0 72339 RECONFIGURED WALL ELEVATION & DETAILS STATE N'0 X72 u r � < rr1! i.''il sDATE- 3 �- iGNED PROJECT NO. 17044 ISSUE DATE: 02/26/18 REVISIONS: DRAWN BY: MSK CHECKED BY: DJC S-0 6 W F_ M 2 U) v J J J z Z O z Z w W F - Z O 1'-0" 8'-11„ -EXISTING SECOND FLOOR FRAMING PLAN SCALE I/4" = 1'-0" NEW CONC. COLUMN ll, -0,, NEW CONC. BEAM ABOVE NEW WALL OPENING z O 2'-0" NEW CONC. NEW CONC. BEAM ABOVE PIER _ NEW WALL OPENING N ( EXISTING CONC. COLUMN TO REMAIN NEW CONC. COLUMN 1 r Ph A Him cA1 , in SCALE 1/4" 1'-0" l'-4., 11'-0" EXISTING WALL SECTION 1 s-� SCALE. /2" = 1' :<., copy M j �vli Z W X Ld EXISTING CONIC./! FLOOR JOIST BELOW OXO m O � W LL U � 1 o F SJW tr)Of �� Z O Op F o'L O (� 00® V rn UFQ O 3Z QQOW �Z 4 Z c, ZO-O F= � . F ° �QF ZOQ Q to N p' V/1 ED 00Do 0 � W D a E � O O 0 � 00 rn Q<0 0 1 (. %nv ° - - i ui _ U N Z OZ.. N 0 0 ,f) N n . 77,r �o . : t a 0 Oma] 2'-0" NEW CONC. NEW CONC. BEAM ABOVE PIER _ NEW WALL OPENING N ( EXISTING CONC. COLUMN TO REMAIN NEW CONC. COLUMN 1 r Ph A Him cA1 , in SCALE 1/4" 1'-0" l'-4., 11'-0" EXISTING WALL SECTION 1 s-� SCALE. /2" = 1' :<., copy No 72339 :•• STATE O,F KIAI rrrr�nn►��r PROJECT NO. 17044 ISSUE DATE: 02/26/18 REVISIONS: DRAWN BY: MSK CHECKED BY: DJC n4e",_ w 0 it W W �vli Z W X Ld OL OXO m O � W LL U o F SJW tr)Of �� Z O Op F o'L O (� 00® V rn UFQ O 3Z QQOW �Z v Z c, ZO-O F= � . F r/ ■mi'o �QF ZOQ Q to N p' zgp-i 2> ED 00Do 0 � W D p NQ O O 0 � 00 rn Q<0 0 Q U 3 x �n� ui _ U N Z OZ.. N 0 0 ,f) N n � �OJ 0 Oma] SSU � � J Q QQZ /�/ cn O F moi2 OWv) ORZ No 72339 :•• STATE O,F KIAI rrrr�nn►��r PROJECT NO. 17044 ISSUE DATE: 02/26/18 REVISIONS: DRAWN BY: MSK CHECKED BY: DJC n4e",_ 0 w w fA LLIJ U) C/3 Lu Of X w w Q z O h z zZ 0 Q z C7 U) w 0 LL_ 0 S ¢ 0 U-1 m a 0 J J J Z O H Z w z w U LL 0 z 0 Lu Lu a w 0 w cn w a X w w S H F- O S Z: O 0 U D a w O w U) z z J J z O z F- z w F LL O w 0 a 0 z w w cn LL. O r M Lu z w U) 0 z 0 U) F- r-, SUGGESTED SHORIN PLAN FIRST FLOOR Z O SCALE 1/4" NOTES: 1. SEE SHEET S-0 FOR GENERAL NOTES & DESIGN CRITERIA. 2. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH WORK. EXISTING FOUNDATION TYP. 25 KIP POST SHORE FROM 1st TO 2nd FLOORS `-- �_ 25 KIP POST SHORE FROM 1st TO 3rd FLOORS POST SHORE TYP. 5tt A/ J—J i T r. SCALE 1/4" NOTES: 1. SEE SHEET S-0 FOR GENERAL NOTES & DESIGN CRITERIA. 2. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH WORK. SHORING NOTES: 1. POST SHORES TO BEAR ON TOP OF A MINIMUM 1 "x12"x12" ASTM A36 STEEL PLATE ON TOP OF THE EXISTING CONCRETE DRIVEWAY SLAB OR GARAGE SLAB AND A MINIMUM OF 24" FROM THE EDGE OF CONCRETE. 2. AT LOCATIONS WHERE THE POST SHORE BEARS ON EARTH, THE GROUND MUST BE COMPACTED TO 95% OF ASTM D1557 AND THE POST SHORE MUST BEAR UNIFORMLY ON TOP OF MINIMUM 3'-0" SQUARE TIMBER DUNNAGE. 3. POST SHORES TO BEAR ON TOP OF THE NEW CONCRETE FOOTING AS SHOWN. 4. POST SHORE LOADS SHOWN ARE WORKING LOADS WITH A MINIMUM FACTOR OF SAFETY OF 2. UGGE TED SHORING PLA SECOND FLOOR Z O SCALE 1/4" NOTES: 1. SEE SHEET S-0 FOR GENERAL NOTES & DESIGN CRITERIA. 2. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH WORK. } �_ 25 KIP POST SHORE BELOW �_ 25 KIP POST SHORE BELOW F_�13 TORE TYP. ,,`rru e u u��esi No 72339 ell :• STATE IF �4 m PROJECT NO. 17044 ISSUE DATE: 02/26/18 REVISIONS: DRAWN BY: MSK CHECKED BY: DJC w 0 U Z n. W (n 0:2 V LLj S�W U www X :2�O O � WLL. U it ■ LU a o Z 5JW Lo �� Z aoo O CWL F oCLa 0 aoo < <_j �mrn Q=POW V)< Z Zaz o awo � F ?aF in to N oo 0 W MOM 00 �'> c 0 0 0 1 �F z `° rn o p Na 0 Z0m 01 ow, > "¢ ® FC9d amN a U 3 xl% a Seo = amm = w . U W J N W U g �a Z� a N� 0)0 � _Lr) N Lai.. N O 2:MU •5 h J aaZ O MpiR OwZ U �? ,,`rru e u u��esi No 72339 ell :• STATE IF �4 m PROJECT NO. 17044 ISSUE DATE: 02/26/18 REVISIONS: DRAWN BY: MSK CHECKED BY: DJC LLj c` •1 it ■ LU LLI ,,`rru e u u��esi No 72339 ell :• STATE IF �4 m PROJECT NO. 17044 ISSUE DATE: 02/26/18 REVISIONS: DRAWN BY: MSK CHECKED BY: DJC EXISTING ROOF FRAMING EXISTING FLOOR FRAMIP 3rd FLOOR FIN. FLR. EL.=21'-111/8 " f EXISTING CONC. SLAB 2nd FLOOR T/SLAB EL.=11'-81/2„± EXIST. FIN. FLOOR J EL.=O'-0" T/EXIST. FTG. EL.=(—)0-6" GAIJI IIV�7uullq I.. I VVI llqlj � IN-- -"TO REMAIN ON SHEET S-2 TYP. SEE SHEET S-2 AND 2/S-5 PARTIAL NORTH ELEVATION ;ING & DEMOLITION A 3 „ S-3 SCALE /g = 1'-0" NOTE: CONTRACTOR TO PHOTO DOCUMENT AND TAKE MEASUREMENTS OF EXISTING WALL PIER CONSTRUCTION AND SUBMIT TO SEOR FOR REVIEW. iORING BEAM BEYOND :E 1/S-3 PROXIMATE EXTENTS OF ISTING MASONRY WALL TO REMOVED :ISTING BEAM TO BE REMOVED ,WCUT EXISTING BEAM AT CE OF EXISTING COLUMN TYP. 1. SIDE %GONAL BRACE TYP. :E SUGGESTED SHORING ANS )ST SHORE TYP. =E 1/S-3 3'-0" MAX A S - 3rd FLOOR FIN. FLR. 1 EL.=21'-111/8" I I I I 3'-0" MAX 25 KIP POST SHORE TYP. EXISTING MASONRY WALL TO BE DEMOLISHED. SEE A/S-3 2nd FLOOR T/SLAB EL.=11'-81/2» DIAGONAL BRACE TYP. — SEE SUGGESTED SHORING PLANS SEE SHORING NOTES ON SHEET S-2 TYP. EXIST. FIN. FLOOR OL1 EL.=O'-0" T/EXIST. FTG. EL.=(–)0-6" q EXISTING WALL & SHORING BEAM EXISTING ROOF FRAMING TO REMAIN OTE: NO CONSTRUCTION PERSONNEL, NO MATERIAL STORAGE, AND NO CONSTRUCTION ACTIVITIES ARE PERMITTED TO OCCUR ON THE 3rd FLOOR ABOVE THE GARAGE DURING THE EXECUTION OF THIS WORK. WRY.v', gNnRimr. Pp -AKA -rvp NOTE: NO CONSTRUCTION PERSONNEL, NO MATERIAL STORAGE, AND NO CONSTRUCTION ACTIVITIES ARE PERMITTED TO OCCUR ON THE 2nd FLOOR ABOVE THE GARAGE DURING THE EXECUTION OF THIS WORK. " 0 p a ww Z zwx 25 KIP POST SHORE BELOW EACH CONCRETE JOIST 25 KIP POST SHORE -H LO EXISTING 48" WIDE x 18" THICK x CONTINUOUS CONCRETE FOOTING SHORING AND DEMOLITION NORTH WALL SECTION SCALE: 8 ic) cd -H LO No 7239 'A :. ST T O,Foo ,,, : • AlAj PROJECT NO. 17044 ISSUE DATE: 02/26/18 REVISIONS: DRAWN BY: MSK CHECKED BY: DJC 0 ww Z zwx 9�w U J 00 LL Lij �aW �wo M 0 w U J m �1 } ZZ ozr R F SJw Imn aoo F oaa 0 aoo m UF¢ WQw Jaz Q O owzU gILO zd w F Z.z �Q m N O - uj ZpM U (0 OD Z 0) � �Q L, N LL z= m O o o®_ vula- ,Q F U N: a0[n Q U a Seo x = w ' uj V) v `O CI �zw a Lo N zU� 2 < U J a¢Z o w.zF= moi owX Ute? No 7239 'A :. ST T O,Foo ,,, : • AlAj PROJECT NO. 17044 ISSUE DATE: 02/26/18 REVISIONS: DRAWN BY: MSK CHECKED BY: DJC 00 LL Lij LLJ -j• ..LLj m �1 C No 7239 'A :. ST T O,Foo ,,, : • AlAj PROJECT NO. 17044 ISSUE DATE: 02/26/18 REVISIONS: DRAWN BY: MSK CHECKED BY: DJC 0 W W Cn LuJ Cn ujw a M W a z O z w z O Q z w 0 LL - 0 0 IN - 2 C7 d' J Q 0 W H M S O a cn U J ,,—CAP PLATE OF ALL POST SHORES TO BE MECHANICALLY L6x6x% SUPPORT ANGLE BOTH SIDES OF EXISTING, \ \ SECURED TO SHORING BEAMS WALL. SAWCUT EXISTING I AND BRACED FOR STABILITY y MASONRY TO INSTALL. I 15 KIP POST SHORE BASE PLATE OF ALL POST j SHORES TO BE MECHANICALLY W8x35 SHORING BEAM I SECURED AND BRACED FOR STABILITY I I I I I 25 KIP POST SHORE ENLARGED SHORING DETAIL A 3 ,� _S-4 SCALE: /q — 1'-0" r-wif-ri A t/ \IAC—k im/ ENLARGED SHORING DETAIL ,@) 3 " —_ SCALE: /4 1'-0" EXISTING CONCRETE SLAB TO REMAIN ALIGN POST SHORES AT SAME POSITION VERTICALLY ABOVE AND BELOW SLAB EXISTING CONCRETE JOIST TO REMAIN POST SHORE SUPPORT UNDERNEATH CONCRETE JOIST J U PROJECT NO. 17044 ISSUE DATE: 02/26/18 REVISIONS: DRAWN BY: MSK CHECKED BY: DJC NMI w O Ww Z Q Z W Q � W 1 J U J N Ld �FXO ww J - r QzLoL'i Z aoo � n F oaa 000 0 V Wow Jaz o Z Zaz ¢ w ■Y�1� 0. 08 W Z pJ :93 U li> a�0 C9 .1 �Q N m Z 00 W 0 CELl > vQ Fd a Q U Xw / 5:'9'fiy zU' tQi.F Vmay ♦ ... _.L W to � a p w 0 frzw a 0I to Obi ZC�jm to � N — Q �tn =J 0 F- J Q Q Z O LLILL] iR O w N U Z PROJECT NO. 17044 ISSUE DATE: 02/26/18 REVISIONS: DRAWN BY: MSK CHECKED BY: DJC NMI 1 • r PROJECT NO. 17044 ISSUE DATE: 02/26/18 REVISIONS: DRAWN BY: MSK CHECKED BY: DJC NMI 3rd FLOOR FIN. FLR. Ilk EL.=21'-111/8"f EXISTING BRICK MASONRY — WALL TO REMAIN INTACT TYP. 2nd FLOOR T/SLAB EL. =1V-81/2 pl± L XIST. FIN. FLOOR EL.=O'-0" T/EXIST. FTG. 4jT EL.=( -)0-6" EX. REMAINING - CONCRETE COLUMN j i CUT EXISTING VERTICAL— #4 DOWEL CENTERED IN; I BARS AT CENTER PIER AS NEW COLUMN w/ 4" I REQUIRED AND INSTALL EPDXY EMBED INTO NEW DOWELS w/ MIN. 12" EXISTING CONC. COLUMN 1 ,r EPDXY EMBEDMENT. 2'-0" .. 2 NEW 12"x12" CONCRETE -5 COLUMN w/ (4)#6 VERTICAL I & #3 TIES AT 12" O.C. NEW 24"x12" CONCRETE PIER WITH (5)-#6 VERTICAL EA. FACE & #3 TIES AT 12" O.C. 11'-0" PARTIAL NORTH ELEVATION COMPLETED A SCALE % = 1'-O" S-5 48 BAR DIA. LAP w 0 • NEW CONC. PIER 1/2" PREFORMED EXPANSION SEE PLAN AND A/S-4 JOINT MATERIAL ALL SIDES d_. FOR SIZE & REINFORCING EXISTING NEW d NEW EXISTING SLAB SLAB a REPAIR GARAGE SLAB SLAB SLAB AND DRIVEWAY SLAB O A. AS REQUIRED. MATCH 1'-0" 1'-0" EXISTING SLAB ui THICKNESS .d J .. ... ...... ..... b d - a a d d ® AJ .. d a r.J. . ...:.. ..... ...... d, v d d d � A z a • co a a d Q d° .Q A—4 a a ° "•. 6'-0"x8'-0" FOOTING w/ z e a d (8)-#6 S.W. AND (6)-#6 d• ,, . d d . L.W. TOP AND BOTTOM V a a d a a e d NQZ WQW jd Z ZaZ o Q W =aF FSA �)N o 8'-0" cc) Do w Z .1 SECTION @ NEW CONCRETE PIER_ 2 3/ S-5 SCALE: 4" 48 BAR DIA. LAP 1/2" PREFORMED EXPANSION JOINT MATERIAL ALL SIDES EXISTING NEW SLAB SLAB REPAIR GARAGE SLAB AND DRIVEWAY SLAB AS REQUIRED. MATCH EXISTING SLAB THICKNESS 3 EX. REMAINING CONCRETE COLUMN SHELF ANGLE SEE DETAIL ABOVE Y" MAX 48 BAR DIA. LAP RE -CONSTRUCTED MASONRY WALL. SEE A/S-5 12" #3 DOWELS x 20"[AT 12" o.c. W/ 6" EPDXY EMBED INTO CUT SLAB AND STD. 90' HOOK INTO NEW CONC. BEAM EX. CONCRETE SLAB JC is ll -"D SIMPSON STAINLESS (:ZTEEL_ TEN HD" SCREW ANCHOR © 16" :. w/ MIN. 31/2" EMBEDMENT. !ST SCREW TO BE 4" FROM EA. D & REMAINDER © 16" o.c. OVIDE RECESSED HOLE IN NEER TO ACCOMODATE SCREW AD x4x 5/1 6xCONT. (LLV). CUT )RIZONTAL LEG AS REQUIRED. IELF ANGLE TO BE 316 STAINLESS AS REQ'D SHELF ANGLE DETAIL 1'-7" 1 NEW EMBED 83/4x14"x1'-2" w/ `v (9)-1/2"05" HEADED STUDS AND ,l/ I 33/4"x4"x1'-0" PLATE SEAT w/ I I (2)—%" STIFF. PLATES I i I ! I I II NEW 12"x22.5" CONC. BEAM w/ I I (3)-#7 & (2)-#5 CONT. TOP & I I BOTTOM w/ #4 TIES @ 8" o.c. I I NEW CONCRETE COLUMN/PIER B EYO N D BEAM SECTION @ EXISTING CONCRETE BEAM 1 S-5 SCALE: 11/2" = l' -O" (P. EMBED DETAILS 2 Lo d. N 1/„ 2 NOTE: ALL EXPOSED STEEL SURFACES EXCEPT STUDS AND BACK SURFACE OF EMBED PLATE TO BE COATED WITH A ZINC RICH EPDXY AND A MARINE GRADE EPDXY COATING. FIELD TOUCH UP DAMAGED AREAS AFTER INSTALLATION AS REQUIRED. r d I 8u.......a� SECTION @ NEW COLUMN 3 S-5 SCALE: 3/4" = "-o" #4 DOWEL w/ STD. DRILL THROUGH EXISTING 90° HOOK. SEE A/S-5 CHANNEL TO INSTALL DOWELS CONCRETE COLUMN SECTION 4 S-5 SCALE: 11/2" = "-o" o 72339 r • • r % o r STAT F� •' o ��i F3e�• •' oto X72 G e�� ��/1111i111/� PROJECT NO. 17044 ISSUE DATE: 02/26/18 REVISIONS: DRAWN BY: MSK CHECKED BY: DJC S=5 0 16Ze �' w 0 • ww Z ZWX • oEll • J w� • xaw iEwo O • ui Q Z q of W � Z U..op • wL o UFa S V rn `® ■ NQZ WQW jd Z ZaZ o Q W =aF FSA �)N o ZOJ 0 - > cc) Do W Z .1 NQ } ~ m OO 0 0 L'j vQ F (7 p• <p (f) Q U x[ -i ¢mi F LLJ 2L _ U V) w NP M ffO, momwle ZW� N to, .a� �- 2�U J aQZ 0 cn moi V) V) C) o 72339 r • • r % o r STAT F� •' o ��i F3e�• •' oto X72 G e�� ��/1111i111/� PROJECT NO. 17044 ISSUE DATE: 02/26/18 REVISIONS: DRAWN BY: MSK CHECKED BY: DJC S=5 0 16Ze �' • • • LLJ • • • ui • o 72339 r • • r % o r STAT F� •' o ��i F3e�• •' oto X72 G e�� ��/1111i111/� PROJECT NO. 17044 ISSUE DATE: 02/26/18 REVISIONS: DRAWN BY: MSK CHECKED BY: DJC S=5 0 16Ze �'