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HomeMy WebLinkAbout6316 Simons Rd (2)■ �■IIIII�111�11 MNI■ IIINI�' LILL IG lr)19NI�II I■ i 4- -LS BYPASS WEST EXTENSI01�� 3 08/30/2019 REVIEW SUBMITTAL - PERMIT PLAN SET 2 08/12/2019 REVISED PER COUNTY COMMENTS 1 01/18/2019 REVIEW SUBMITTAL DATE DESCRIPTION PLAN REVISIONS I THE OAKS ENHANCED ENTRY PLANS ENTRY GATE PERMIT PLAN ET08/30/2019 LOCATION MAP (NOT TO SCALE) DATE I DESCRIPTION I I PLAN REVISIONS i R:\OAKS AT PASCO\LANDSCAPE ARCHITECTURE\CONST DOCS\L-100.DWG-L-102 2019/09/04 11:40 AM JOSEPH COLLINS SECTION 4, TOWNSHIP 26 SOUTH, RANGE 21 CITY OF ZEPHYRHILLS, FLORIDA © COPYRIGHT 2019, HEIDT DESIGN, LLC. ALL RIGHTS RESERVED. NO DOCUMENTATION (INCLUDING BUT NOT LIMITED TO DRAWINGS OR EXHIBITS) MAY BE COPIED, REPRODUCED, OR DISTRIBUTED UNLESS SPECIFIC WRITTEN PERMISSION HAS BEEN OBTAINED FROM HEIDT DESIGN, LLC. IN ADVANCE. CONSENT IS HEREBY GRANTED SPECIFICALLY TO GOVERNMENTAL AGENCIES TO REPRODUCE THIS DOCUMENTATION IN COMPLIANCE WITH F.S. CHAPTER 119. HEIDT DESIGN Civil Engineering • Planning & GIS Transportation Engineering Ecological Services - Landscape Architecture SITE MAP (NOT TO SCALE) Prepared For: PULTE GROUP 2662 S. FALKENBURG RD Tampa, FL 33578 Phone: (813) 804-5951 CALL 48 HOURS BEFORE YOU DIG neQ Ssate Y ' OnA/0'//- e Call NO" �//0000 1-800-432-4770 \�J AtVU10DIAI A ELEVATIONS BASED ON: NORTH AMERICAN VERTICAL DATUM 1988 CONVERSION: NAVD 88 TO NGVD 29 = +88.95' ADDRESS CONTROL NUMBER WATER COMMITMENT SEWER COMMITMENT SWFWMD WATER DEP SEWER DEP FOLIO L PERMIT i FILE NUMBERS I 5904-A Hampton Oaks Parkw, Tampa, Florida 33610 Office: 813-253-5311 Fax:813-464-7629 www.HeidtDesign.com HEIDT DESIGN Civil Engineering • Planning & GIS Transportation Engineering Ecological Services • Landscape Architecture Engineering Business Certificate of Authorization No. 28782 Landscape Architecture Certificate of Authorization No. LC26000405 Sheet List Table Sheet Number Sheet Title L-100 GATE COVER SHEET L-300 HARDSCAPE PLAN L-350 OVERALL FENCE, WALL AND GATE PLAN L-371 FENCE AND GATE DETAILS L-372 GATE DETAILS L-374 STRUCTURAL NOTES AND SPECIFICATIONS L-380 HARDSCAPE ENTRY SCHEDULE E-100 ELECTRICAL PLAN E-200 ELECTRICAL SPECIFICATIONS THE OAKS ENHANCED ENTRY PLANS PULTE GROUP REGISTERED LANDSCAPE KEVEN ,�j-I TF�E DATE: tl�a ly REGISTRATION NO. LA6667179 FILE: L-100 PROJECT NO: PHC OP 1004 ENTRY GATE PERMIT PLAN SET DESIGN BY: AFC DRAWN BY: AFC COVER SHEET L-100 E n 0 I Q0 rail n 0 I FENCE - 61-1 ALUMINUM 1/2" = 1'-0" DETAIL -REFERENCES F-01 8'-0" (OC) (TYP) FENCE - 61-1 PVC SOLID 1/2" = 1'-0" DETAIL -REFERENCES F-06 1/2" = 1'-O" DETAIL -REFERENCES WL-01 f2'-2" ELEVATION :AST CONCRETE CAP T #01 ;CO FINISH IH #01 CAL ALL SIDES) STUCCO FINISH 2" x 2" x 9'x 0.093" POST WITH STANDARD CAP (TYP) 1-1/4" x 1-1/4" U-CHANNEL TOP RAIL 1-1/4" x 1-1/4" U-CHANNEL MIDDLE RAIL BX111S BRACKET EACH SIDE OF RAIL AND POST INTERSECTIONS (TYP) 3/4" x 3/4" PICKETS SPACED 3-7/8" APART 1-1/4" x 1-1/4" U-CHANNEL BOTTOM RAIL FINISH GRADE THE SIZE AND DEPTH OF FOOTING IS SHOWN FOR REFERENCE AND SHALL BE PER MANUFACTURER'S RECOMMENDATIONS COMPACT SUBGRADE TO MEET 95% PROCTOR 2" x 7" RIBBED TOP RAIL (TYP) x 5" x 9'H x 0.280 POST ITH TRADITIONAL CAP > P) I" x 7" VERTICAL RIBBED INGUE AND GROOVE -�KETS (TYP) x 7" RIBBED BOTTOM 11L (TYP) 4ISH GRADE IE SIZE AND DEPTH OF TOTING SHALL BE PER WUFACTURER'S :COMMENDATIONS )MPACT SUBGRADE TO MEET 95% PROCTOR n 0 I 0 s� GATE -6'H - RANGE 4'-6'W - SINGLE ALUMINUM 1/2" = 1'-01, DETAIL -REFERENCES F-02 FENCE - 61-1 SPLIT RAIL PVC 1/2" = 1'-01, DETAIL -REFERENCES F-05 PRECAST CONCRETE CAP #5 CONTINUOUS REBAR TOP COURSE 8" x 8" x 16" CMU KNOCKOUT BLOCK CORE FILL CELL SOLID WITH 3,000 (PSI) GROUT (TYP) STUCCO FINISH (TYPICAL ALL SIDES) #5 VERTICAL REBAR REINFORCEMENT AT ALL CORNERS, SOLID POUR 3,000 (PSI) CONCRETE ALL REBAR CELLS GALVANIZED WIRE LADDER REINFORCEMENT LOCATED EVERY 3RD COURSE 8" x 8" x 16" CMU BLOCK (TYP) ELECTRICAL OUTLET G.F.I. WEATHER BOX, FLUSH MOUNT AT 18" ABOVE FINISH GRADE ON BACK SIDE OF STRUCTURE, ELECTRICAL CONDUIT TO BE DRILLED THROUGH CMU BLOCKS FINISH GRADE CONCRETE FOOTING 3,000 (PSI) #5 TRANSVERSE REBAR AT ALL CORNERS, SOLID POUR 3,000 (PSI) CONCRETE ALL REBAR CELLS #5 CONTINUOUS REBAR EQUALLY SPACED #5 TRANSVERSE SPACED 12" ON CENTER 2" x 2" WELDED FRAME FULL SEAM WELD JOINTS TO MAKE SOLID FRAME WELD IN FIELD AND FINISH PAINT AS NECESSARY 3" x 3" x 9' x 0.125" ALUMINUM GATE POST WITH STANDARD CAP (TYP) LATCH TBD BY OWNER (1) BLACK KEYSTONE GATE LATCH OR (1) KEY FOB GATE LATCH SYSTEM 1-1/4" x 1-1/4" U-CHANNEL MIDDLE RAIL 3/4" x 3/4" PICKETS, SPACED 3-7/8" APART (3 QTY) BLACK COMMERCIAL GRADE SELF CLOSING HINGES FINISH GRADE MATERIALS AT GATE VARY SEE PLAN THE SIZE AND DEPTH OF FOOTING SHALL BE PER MANUFACTURER'S RECOMMENDATIONS COMPACT SUBGRADE TO MEET 95% PROCTOR n 0 I �r- FENCE - 4'H ALUMINUM 1/2" = 1'-0" DETAIL -REFERENCES F-08 G" Q1^1 1 A rlC lA/LJITC Milt- r1f1QT 1A11TL1 QTA KIMA MM !+A rf 4'-0" f2'-2" 2'-0" ° 8" x 8" x 16" CMU BLOCK (TYP) G N O.J I I I PE STUCCO FINSIH d -H N (TYPICAL ALL SIDES) ° CONCRETE FOOTING �. ..� BELOW COORDINATE INSTALLATION OF ELECTRICAL CONDUIT FROM SOURCE COMPACT SUBGRADE TO MEET 95% PROCTOR RATING #5 VERTICAL REBAR REINFORCEMENT AT ALL CORNERS. FILL ALL CELLS SOLID WITH 3,000 PRECAST CONCRETE CAP (PSI) GROUT (TYP) SCALE: 1" = 1'-0" 2" x 2" x Tx 0.093" POST WITH STANDARD CAP (TYP) 1-1/4" x 1-1/4" U-CHANNEL TOP RAIL 1-1/4" x 1-1/4" U-CHANNEL MIDDLE RAIL BX111S BRACKET EACH SIDE OF RAIL AND POST INTERSECTIONS (TYP) 3/4" x 3/4" PICKETS SPACED 3-7/8" APART 1-1/4" x 1-1/4" U-CHANNEL BOTTOM RAIL FINISH GRADE THE SIZE AND DEPTH OF FOOTING IS SHOWN FOR REFERENCE AND SHALL BE PER MANUFACTURER'S RECOMMENDATIONS COMPACT SUBGRADE TO MEET 95% PROCTOR 3,000 (PSI) PRECAST CONCRETE CAP (2--11" SQUARE) =2" OVERHANG MAX YPICAL ALL SIDES ) ATTACH CAP TO CMU BLOCK WITH A GENEROUS AMOUNT OF EXTERIOR GRADE CONSTRUCTION ADHESIVE PER MANUFACTURER'S RECOMMENDATIONS (TYP) ARNOLD AUSTIN FL PE # 66375 AUG 3 0 2019 E In 0 O N� � p 3 2 U � U o � U W r, a; 5904-A Hampton Oaks Pkwy. a Tampa, Florida 33610 E r Office: 813-253-5311 Fax:813-464-7629 Is www.Heidtl)esign.com H 14 w O w w W 0 w W 2 wO o- U- 6810 EBB TIDE AVENUE I APOLLO BEACH, FL 33572 I 813.500.7595 1 ..austrucgmup.wm I FLCA#30096 This drawing is signed and sealed by the structural engineer for structural requirements only. Architectural, Electrical and Mechanical requirements and design which are incidental to the structural design in these drawings are not included under the Engineer's Sea]. Printed copies of this document are not considered signed and sealed unless bearing the engineer's original signature. � z LU aO w U W O a o a_ W W fLu n U of o 0 0 o w N N- C M M N r- PROJECT NO: PHC OP 1004 FILE: L-370 DESIGN BY: AFC DRAWN BY: AFC STATE OF FLORIDA PROFESSIONAL ENGINEER ✓ q�.� ¢ r �'. Y.s1 • ° �,. i vP 5 t :J ec- x 6 � 4 y,. ARNOLD AUSTIN, P.E. DATE: LICENSE NO. 66375 Lm371 rn z J J 0 = n w O 2 M d6 M a m N wz mw �0 x WQU V. ZJ Fx^ J y Z > �DU Oz wpa °tea O .2=0 U J 2 z 8o— zLo mwa Z z<,w m� 0ZU 0 w Z0 m� o wW- wNo OWE oao oz� z�w LU >3W wU< a 0,W,- 0) d z I- rn w Uj W- J Z > o00 -3 In F- J W 2, LL 0°W =WN 0 C4 XCLO aim 0 0W cja= ©Orn L GATE - 6'H - RANGE 16'W-30'W - DOUBLE VEHICLE - ALUMINUM WITH COLUMNS 1/2" = 1'-0" DETAIL -REFERENCES F-03, F-52 n • • GATE - 6'H - EMERGENCY 1 /2" = 1'-0" DETAIL -REFERENCES F-49 2" x 2" WELDED FRAME, FULL SEAM WELD JOINTS TO MAKE SOLID FRAME WELD IN FIELD AND FINISH PAINT AS NECESSARY COLUMN (Lp 6" x 6" x 10' x 0.125" ALUMINUM GATE POST WITH STANDARD CAP (TYP) (3) - 1-1/2" x 1-5/8" SIDE RAILS 1" x 1" PICKETS, SPACED 3-7/8" APART 2" x 2" VERTICAL SIDE RAILS MOTOR ARM BRACKETS ATTACHED TO PICKETS (2 QTY PER LEAF) BLACK COMMERCIAL GRADE HINGES 2" x 4" x .125" BOTTOM RAIL FINISH GRADE LOCATION OF POST TO BE AT 2" MAXIMUM BEYOND BACK OF CURB -SEE PLAN CONTINUOUS CONCRETE FOOTING THE SIZE AND DEPTH OF FOOTINGS SHALL BE PER MANUFACTURER'S RECOMMENDATIONS COMPACT SUBGRADE TO MEET 95% PROCTOR BY OTHE 0 # 5 CONT.@ 12" O.C. T. & 3" MULCH LAYER SHALL BE 3" BELOW COPING, TYP. 4-6" WIDE BAND OF RIVER ROCK SHALL BE MIN 3" BELOW TOP OF COPING, CONTINUOUS. SMOOTH RIVER ROCK 4-6" DIA. MIN. UNDERLAY WITH FILTER FABRIC, TYP. WATERPROOFING MEMBRANE CONT.BOND BEAM FILL REINFORCED CELL W/ 3,000 PSI GROUT & 2 #4 CONT. 2" THICK PRECAST CAP BRICK VENEER - PATTERN: RUNNING BOND - Jq" WEEP HOLES @ 36" O.0 ON DECK SIDE. CONNECT TO CONTINUOUS 4" SOCK DRAIN PIPE, TYP. /--- TYPICAL 10"X8"X16" CMU BLOCK FILL REINF. CELLS WITH 3000 PSI GROUT ,r„, o ::: I / N BY OTHERS . #5 VERTICALS @ 16" O.C. & @ EACH END •.J.j 0 12" _O HORIZONTAL REINFORCEMENT AT EVERY COURSE (#9 DUR-O-WAL) 7T �c 2'_8" # 5 @ 12" O.C. T. & B. WALL RETAINING - 2' H CMU SECTION 1 /2" = 1'-0" DETAIL -REFERENCES W L-02 2" x 2" x 9' x 0.093" POST WITH STANDARD CAP (TYP) 1-1/4" x 1-1/4" U-CHANNEL TOP RAIL 1-1/4" x 1-1/4" U-CHANNEL MIDDLE RAIL BX111 S BRACKET EACH SIDE OF RAIL AND POST INTERSECTIONS (TYP) 3/4" x 3/4" PICKETS SPACED 3-7/8" APART 1-1/4" x 1-1/4" U-CHANNEL BOTTOM RAIL FINISH GRADE THE SIZE AND DEPTH OF FOOTING IS SHOWN FOR REFERENCE AND SHALL BE PER MANUFACTURER'S RECOMMENDATIONS COMPACT SUBGRADE TO MEET 95% PROCTOR ARNOLD AUSTIN FL PE # 66375 AUG 3 0 2019 h 0 � o H O 0e Q t3 ti ' `h Ww ;t � 0 W S w t � W 5904-A Hampton Oaks Pkwy. '-a Tampa, Florida 33610 �a Office: 813-253-5311 Fax:813-464-7629 www.HeidtDesip.com M--"1 ►� I--�1 ow Q w U Z w 0 Lu a a .. a0 6810 EBB TIDE AVENUE I APOLLO BEACH, FL 33572 813,500.7595 1 ..eustrucgmup.mm I FL CA #30096 This drawing is signed and sealed by the structural engineer for structural requirements only. Architectural, Electrical and Mechanical requirements and design which are incidental to the structural design in these drawings are not included under the Engineer's Seal. Printed copies of this document are not considered signed and sealed unless bearing the engineer's original signature. � z W w 0 k w J U 0 w 0 O a � U 0 W W U W Of o L2 CD CD N N Lu N M N W Q co ib O CD C, M CV e- PROJECT NO: PHC OP 1004 FILE: L-370 DESIGN BY: KJP DRAWN BY: KJP STATE OF FLORIDA PROFESSIONAL ENGINEER ,r � ,e��-ISa`� ,Q � a r a` e Nj 1 s9 ARNOLD AUSTIN, P.E. DATE: LICENSE NO. 66375 L-372 U) z J J 0 w'z mW az No.i rwm F. xza � Qc �Zr71 LL Z JI=- J Z D uU—,U � Z 0 Q Q r J a H -=U J�z 0 p — z0 Mw¢ mZI- z�W m� 0 zW 0, U cmm o� LOU�Zj Who awIX U (L 0 0ZI— zww w C]—aU >�W W L) W iL J K W F rnILz �U)2 � W J Z Z�w0 F LD E2O UDU 5OLL oow =W � 0 NOZ =a� awCr w 0 CL ©U� GENERAL NOTES: THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL OTHER CONSTRUCTIONS DOCUMENTS. THIS INCLUDES, BUT IS NOT LIMITED TO, SPECIFICATIONS, ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. ALL CONDITIONS, ELEVATIONS, AND DIMENSIONS SHALL BE VERIFIED IN THE FIELD AND WITH THE OTHER CONSTRUCTION DOCUMENTS BY THE CONTRACTOR. ANY DISCREPANCIES RELATED TO THESE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF AUSTIN STRUCTURAL GROUP, INC. BEFORE PROCEEDING WITH THE AFFECTED PORTION OF WORK. E THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER CONSTRUCTION IS COMPLETED. THE CONTRACTOR IS RESPONSIBLE TO DETERMINE PROPER PROCEDURE AND SEQUENCE OF CONSTRUCTION TO INSURE THE SAFETY OF THE BUILDING, ITS COMPONENTS AND PERSONNEL ON SITE. THIS INCLUDES TEMPORARY SUPPORT OF STRUCTURE DURING CONSTRUCTION WHICH MAY INCLUDE, BUT IS NOT LIMITED TO, TEMPORARY SHORING, BRACING AND TIE -DOWNS. CODES AND STANDARDS EDITION: 1. FLORIDA BUILDING CODE - 2017 2. ACI 318-08 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE WITH COMMENTARY. 3. AISC, "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". 4. AISC, "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS". 5. AISC, "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS 6. SJI, "STANDARD SPECIFICATIONS FOR OPEN WEB JOISTS, K SERIES, LH SERIES, DLH SERIES, SLH SERIES AND JOIST GIRDERS". 7. SDI, "DESIGN MANUAL FOR FLOOR DECKS AND ROOF DECKS". 8. ACI, 'BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530-05)". 9. ACI, "SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1-05)'. 10. AISI, "SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS'. 11. NFPA, "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2005 EDITION". 12. AITC, "TIMBER CONSTRUCTION MANUAL, 5TH EDITION, 2004'. GENERAL: 1. THE CONTRACTOR SHALL VERIFY THE LOCATION OF UTILITIES IN THE AREA OF THE CONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR REPLACE ANY UTILITIES DAMAGED DURING CONSTRUCTION TO THE SATISFACTION OF THE OWNER OF THE UTILITY. 2. THE CONTRACTOR SHALL REPAIR OR REPLACE EXISTING BUILDINGS AND STRUCTURES ADJACENT TO THE CONSTRUCTION IF DAMAGED BY THE CONTRACTOR DURING CONSTRUCTION. 3. SHOP DRAWINGS AS REQUIRED BY THE CONTRACT DOCUMENTS SHALL BE SUBMITTED BY THE CONTRACTOR PRIOR TO THE CONSTRUCTION OF ANY ELEMENTS INCLUDED IN THE SHOP DRAWINGS. THE ARCHITECT/ENGINEER WILL NOT CERTIFY CONSTRUCTION FOR ELEMENTS REQUIRING SHOP DRAWINGS UNLESS AND UNTIL THE SHOP DRAWINGS ARE REVIEWED AND APPROVED BY THE ARCHITECT/ENGINEER. 4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION AND NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES OR CONFLICTS, 5. LOCATIONS AND SIZES OF OPENINGS, SLEEVES AND ANCHORAGE FOR ELECTRICAL AND MECHANICAL EQUIPMENT SHOWN ON THE STRUCTURAL PLANS ARE APPROXIMATE. THE CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF ALL OPENINGS, SLEEVES AND ANCHORAGE WITH THE TRADES FURNISHING AND INSTALLING THE EQUIPMENT. 6. ALL ELEVATIONS ARE BASED ON THE FINISHED FLOOR ELEVATION OF THE GROUND FLOOR TO BE U-0". 7. THE CONTRACTOR SHALL VERIFY THE LOCATION AND DEPTH OF ALL DEPRESSIONS IN CONCRETE SLABS. CONTRACTOR PROPOSED CHANGES AND SUBSTITUTIONS: 1. PROPOSED CHANGES OR SUBSTITUTIONS TO STRUCTURAL DETAILS OR PLANS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD (EOR) FOR REVIEW AND APPROVAL. SUBMITTALS SHALL CONTAIN FULL DOCUMENTATION OF CHANGES OR SUBSTITUTIONS WITH SUPPORTING, SEALED CALCULATIONS (WHERE APPLICABLE). THE REVIEW OF CHANGES AND SUBSTITUTIONS, RE -ANALYSIS AND/OR RE -DRAFTING TO INCORPORATE CHANGES OR SUBSTITUTIONS INTO CONTRACT DOCUMENTS ARE ADDITIONAL SERVICES FOR EOR. CONSTRUCTION COST REVISIONS ARE BETWEEN THE CONTRACTOR AND OWNER AND ARE NOT REVIEWED BY THE FOR FOUNDATIONS: 1. FOUNDATIONS ARE DESIGNED FOR A MAXIMUM NET SOIL BEARING PRESSURE OF 1500 PSF BASED ON SECTION 1806.2 OF THE FLORIDA BUILDING CODE 2017. 2. ALL SOIL BELOW THE BUILDING FOOTPRINT SHALL BE TREATED FOR TERMITE CONTROL PRIOR TO PLACEMENT OF SLABS ON GRADE. 3. ALL SLABS ON GRADE SHALL BE PLACED ON A 6 MIL VAPOR RETARDER. 4. ALL FILL BENEATH FOUNDATIONS OR GROUND SLABS SHALL BE COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557 (MODIFIED PROCTOR TEST). REINFORCED CONCRETE: 1. REQUIRED CONCRETE COMPRESSIVE STRENGTHS AT 28 DAYS, UNLESS OTHERWISE NOTED: SIDEWALKS, SLABS ON GROUND, & FOUNDATIONS ................... fc = 3000 PSI COLUMNS, BEAMS, SHEAR WALLS & ELEVATED SLABS, TIE BEAMS ......... fc = 4000 PSI 2. MINIMUN CONCRETE COVER CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ........... 3" CONCRETE EXPOSED TO EARTH OR WEATHER: NO.6 THROUGH NO.18 BAR ............................................... 2" NO.5 BAR, W31 OR D31 WIRE AND SMALLER .. . . ........................ . ....1 1/2' CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SLABS, WALLS & JOISTS: NO.14 & NO.18 BARS ......r..............................................1 1/2" NO, 11 BARS AND SMALLER ... . . ... . ..... r................................ 3/4" BEAMS & COLUMNS: PRIMARY REINFORCEMENT, TIES, STIRRUPS & SPIRALS .................. r ....1 112" SHELLS & FOLDED PLATE MEMBERS: NO.6 BARS AND LARGER ................ r.................................314" NO.5 BAR, W31 OR D31 WIRE AND SMALLER..................................112" 3. REINFORCING STEEL IN CONCRETE SHALL HAVE A MINIMUM LAP AS SCHEDULED, UNLESS OTHERWISE NOTED AND SHALL CONFORM TO ASTM A615, GRADE 60. 4. ALL EXPOSED SURFACES OF CONCRETE SLABS, BEAMS AND COLUMNS EXPOSED TO THE EXTERIOR SHALL RECEIVE A SEALER IN CONFORMANCE TO THE SPECIFICATIONS. 5. SLABS ON GROUND FOR INTERIOR CONDITIONED SPACES SHALL BE 4' THICK WITH 6x6 - W2.1xW2.1 WWF (GC 11 2 F TOP SURFACE OPTION TO SUBSTITUTE WITH 1.0 LB OF FIBERMESH PER CUBIC YARD) PLACED 1 1l FROM , PLACED OVER6 I R RETARDER MIL VAPOR DER AND TERMITE TREATED COMPACTED SOIL UNLESS OTHERWISE E NOTED. 6. CONTRACTOR SHALL SAW CUT (1" DEEP X 1/8" WIDE) CONTROL JOINTS IN SLABS ON GROUND WITHIN 24 HOURS AFTER PLACING CONCRETE. CONTROL JOINTS SHALL BE LOCATED AT CENTERS OF COLUMNS, UNDER NON -LOAD BEARING WALLS AND AT SPACING ING 1-0q P NOT GREATER THAN 15IN BOTH DIRECTIONS. 0 7. PROVIDE DOWELS FOR LAP OF ALL HORIZONTAL REINFORCING BARS AT CORNERS AND TEES FOR WALL FOOTINGS, BEAMS, WALLS AND TIE BEAMS TO MAINTAIN CONTINUOUS REINFORCING THROUGH INTERSECTION. N q PLACE AFTER NY AND CONSTRUCTION OF SUPPORTING MASONRY 8. TIE BEAMS (NOTED TBXXX SHALL BE FORMED N C WALLS. 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND CONSTRUCTION OF FORM WORK, BRACING AND SHORING IN CONFORMANCE WITH ACI 347-04 AND ACI 347R-05 REINFORCING STEEL: 1, REINFORCING STEEL FOR REINFORCED CONCRETE AND REINFORCED MASONRY SHALL CONFORM TO ASTM A615, GRADE 60, DEFORMED REINFORCEMENT, UNLESS OTHERWISE NOTED, 2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM Al85 3. SPLICES SHALL BE IN CONFORMANCE WITH ACI 318-05 UNLESS OTHERWISE NOTED 4, ELEVATED SLABS AND SLABS ON GROUND, EXCEPT SIDEWALKS, SHALL USE SHEET STOCK WELDED WIRE FABRIC. ROLL STOCK SHALL NOT BE USED FOR THESE MEMBERS. 5. MECHANICAL SPLICING DEVICES FOR REINFORCING STEEL MAY BE SUBMITTED TO THE ARCHITECT/ENGINEER FOR APPROVAL. FORMWORK AND SHORING: 1. NO STRUCTURAL CONCRETE SHALL BE STRIPPED UNTIL IT HAS REACHED AT LEAST TWO THIRDS OF THE 28 DAY DESIGN STRENGTH. DESIGN, ERECTION AND REMOVAL OF ALL FORMWORK, SHORES AND RESHORES SHALL MEET THE REQUIREMENTS SET FORTH IN ACI STANDARDS 347 AND 301. CONSTRUCTION JOINTS: 1. ANY DEVIATION OR ADDITION OF CONSTRUCTION JOINT FROM THAT SHOWN ON THE PLANS MUST BE REVIEWED BY THE ENGINEER. ALTERNATE OR ADDED CONSTRUCTION JOINT LOCATIONS ARE ACCEPTABLE ONLY AS A CHANGE ORDER, WHICH WILL INCLUDE ENGINEERING CHARGES BY THE ENGINEER OF RECORD FOR REDESIGN OF THE STRUCTURE, SHORING, ETC. PENETRATIONS: 1. NO PENETRATIONS SHALL BE MADE IN ANY STRUCTURAL MEMBERS OTHER THAN THOSE LOCATED ON THESE DRAWINGS WITHOUT PREVIOUS APPROVAL OF THE ENGINEER. STRUCTURAL CONCRETE MASONRY: 1. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, TYPE II, GRADE N, SQUARE END WITH A MINIMUM AVERAGE COMPRESSION STRENGTH OF 1900 PSI ON NET SECTION, COMPRESSIVE STRENGTH OF MASONRY fm =1,500 PSI U.N.O. 2. MORTAR SHALL CONFORM TO ASTM C270, TYPE S, PORTLAND CEMENT LIME MORTAR CEMENT OR MORTAR CEMENT. MASONRY CEMENT SHALL NOT BE USED FOR STRUCTURAL MASONRY. 3. MASONRY GROUT SHALL CONFORM TO ASTM C476 AND HAVE AN AVERAGE COMPRESSION STRENGTH OF 3000 PSI AT 28 DAYS. MASONRY GROUT SHALL HAVE A SLUMP OF 8-10 INCHES, 4. REINFORCING STEEL IN STRUCTURAL MASONRY SHALL BE LAPPED 48 BAR DIAMETERS. 5. VERTICAL REINFORCING IN MASONRY WALLS IS NOTED ON THE FLOOR PLANS OF THE FLOOR BELOW THE WALLS. 6. ALL CONCRETE MASONRY BELOW GRADE SHALL BE FULLY GROUTED. 7. ALL VERTICAL REINFORCING IN CONCRETE MASONRY CELLS SHALL BE HELD IN PLACE WITH REBAR POSITIONERS LOCATED NEAR THE TOP AND BOTTOM OF EACH GROUT POUR. 8. ALL MASONRY GROUTING SHALL UTILIZE THE HIGH LIFT GROUTING METHOD AS SET FORTH IN NCMA TEK 23A. GROUT POURS SHALL BE LIMITED TO 12 FT IN HEIGHT PLACED IN TWO 6 FT LIFTS. CLEAN -OUT OPENINGS SHALL BE CUT IN THE FACE SHELL AT THE BOTTOM COURSE OF CELLS TO BE GROUTED TO ALLOW REMOVAL OF DEBRIS AND INSPECTION OF CELL PRIOR TO GROUTING. 9. HORIZONTAL JOINT REINFORCING SHALL BE 9 GAUGE LADDER TYPE REINFORCING WITH ONE LONGITUDINAL WIRE FOR EACH FACE SHELL IN THE WALL CONSTRUCTION. JOINT REINFORCING SHALL BE LOCATED IN ALTERNATE COURSES, AT 16" VERTICAL SPACING. LAP JOINT REINFORCING T MINIMUM. USE PREFORMED "L" AND "T" SECTIONS TO MAINTAIN JOINT REINFORCING CONTINUOUS THROUGH CORNERS AND TEES. 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND CONSTRUCTION OF FORM WORK, AND SHORING IN THE CONFORMANCE WITH ACI 347-04 AND ACI 347R-05. 11. MECHANICAL REBAR SPLICES ARE ACCEPTABLE. MECHANICAL SPLICER SHALL DEVELOP AT LEAST 1.25 (125%) fy OF THE SPLICED BAR. 12, WELDED REBAR SPLICES ARE ACCEPTABLE. WELDED SPLICER SHALL DEVELOP AT LEAST 1.25 (125%) fy OF THE SPLICED REBAR. 13. ALL MASONRY OPENINGS SHALL HAVE A PRECAST LINTEL INSTALLED. REFERENCE LINTEL SCHEDULE FOR SIZE AND REINFORCING, PRECAST LINTELS SHALL BEAR A MINIMUM OF 8" AT EACH END, U.N.O. 14. PROVIDE CONTINUOUS BOND BEAM AT THE TOP OF ALL MASONRY WALLS, TYP. HOOK ALL VERTICAL WALL REINFORCING 900 INTO BOND BEAM AT THE TOP OF ALL WALLS, TYP. POST -INSTALLED ANCHORS: 1. POST INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS. 2. CONTRACTOR SHALL OBTAIN APPROVAL FROM ENGINEER OF RECORD PRIOR TO USING POST -INSTALLED ANCHORS FOR MISSING OR MISPLACED CAST -IN ANCHORS. 3. CARE SHALL BE GIVEN TO AVOID DAMAGING EXISTING REBAR WHEN DRILLING HOLES. HOLES SHALL BE DRILLED AND CLEANED PER MANUFACTURER'S INSTRUCTIONS. 4. UNLESS SPECIFIED OTHERWISE, ANCHORS SHALL BE EMBEDDED IN THE APPROPRIATE SUBSTRATE WITH A MINIMUM EMBEDMENT OF 8 TIMES THE NOMINAL ANCHOR DIAMETER OR THE EMBEDMENT REQUIRED TO SUPPORT THE INTENDED LOAD. ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTALLATION INSTRUCTIONS AT NOT LESS THAN MINIMUM EDGE DISTANCE AND/OR SPACING INDICATED IN THE MANUFACTURER'S LITERATURE. 5. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED BELOW SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL WITH CALCULATIONS PREPARED, SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE LOCALITY OF THE PROJECT SHOWING THAT THE SUBSTITUTED PRODUCT WILL ACHIEVE AN EQUIVALENT CAPACITY USING THE APPROPRIATE DESIGN PROCEDURE. 6. ACCEPTABLE PRODUCTS ARE: A) EXPANSION ANCHORS FOR NON -CRACKED CONCRETE ONLY: -WEDGE-ALL (WA) BY SIMPSON STRONG -TIE -KWIK BOLT 3 BY HILTI B) CRACKED CONCRETE MECHANICAL ANCHORS: -STRONG-BOLT (STB) BY SIMPSON STRONG -TIE -KWIK BOLT (TZ) BY HILTI C) SCREW ANCHORS: -TITEN HD (THD) BY SIMPSON STRONG -TIE -HUS-H BY HILTI D) ADHESIVE ANCHORS: 1) FOR ANCHORING INTO SOLID BASE MATERIAL: -ACRYLIC -TIE (AT) BY SIMPSON STRONG -TIE -SET EPDXY -TIE (SET) WITH RETROFIT BOLTS (RFB) BY SIMPSON STRONG -TIE -HIT RE 500 BY HILTI 2) FOR ANCHORING INTO HOLLOW BASE MATERIAL: -CONTACT ENGINEER OF RECORD ANCHOR RODS: 3 " ALL CONFORM T A F1554 GRADE 55 HAVE A MINIMUM DIAMETER EQUAL TO 4 (U.N.O. ON ANCHOR RODS SHALL 0 ASTM G A E MU Q / STRUCTURAL PLANS) AND SHALL BE THREADED WITH TACK WELDED NUT AT BOTTOM WITH A MINIMUM OF 8" EMBED TO ASTM A 563 DE A. WASHERS SHALL INTO CONCRETE U.N.O.N STRUCTURAL PLANS. NUTS SHALL CONFORM GRADE r ! CONFORM TO ASTM F 436PE 1. ALL PARTS SH ALL HALL BE HOT DIPPED GALVANIZED. 0 WOOD: 1. STRUCTURAL WOOD COMPONENTS (BEAMS, JOISTS, RAFTERS, ETC.) SHALL HAVE THE FOLLOWING MINIMUM ALLOWABLE FIBER STRESSES OF NO.2 SOUTHERN PINE CONFORMING TO THE LATEST EDITION OF NDS, AS FOLLOWS: SHEAR Fv = 175 psi. BENDING 2x6 Fb =1,250 psi. BENDING 2x8 Fb =1,200 psi. BENDING 2x10 Fb =1,050 psi, BENDING 2x12 Fb = 975 psi. 2. WOOD IN CONTACT WITH CONCRETE OR MASONRY, AND AT OTHER LOCATIONS AS SHOWN ON STRUCTURAL DRAWINGS, SHALL BE PROTECTED OR PRESSURE TREATED IN ACCORDANCE WITH AMERICAN WOOD - PRESERVERS' ASSOCIATION STANDARDS, MEMBER SIZES SHOWN ARE NOMINAL UNLESS NOTED OTHERWISE. 3. ENGINEERED WOOD TRUSS SYSTEM SHALL BE DESIGNED BY THE SUPPLIER'S SPECIALTY ENGINEER TO CONFIGURATION AND LOAD -CARRYING CAPACITY SHOWN ON DRAWINGS. TRUSS DESIGNS SHALL COMPLY WITH ANSI/TPI 1 "NATIONAL DESIGN STANDARD FOR METAL -PLATE -CONNECTED WOOD TRUSS CONSTRUCTION." TPI HIB "COMMENTARY AND RECOMMENDATIONS FOR HANDLING INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES." AND TPI DSB "RECOMMENDED DESIGN SPECIFICATION FOR TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES." ALTERNATE TRUSS LAYOUTS ARE NOT ACCEPTABLE. SHOP DRAWINGS SHALL BE SUBMITTED AND SHALL SHOW AND SPECIFY CONNECTOR TYPES UTILIZED WITHIN TRUSSES, AS WELL AS CONNECTORS UTILIZED IN OTHER CONNECTIONS AND ATTACHMENTS BETWEEN TRUSSES OR COMPONENTS SUPPLIED AS PART OF THE ENGINEERED TRUSS SYSTEM. AN ERECTION DRAWING SHALL IDENTIFY TRUSS SYSTEM COMPONENTS AND ANY PERMANENT BRACING REQUIRED FOR TRUSS DESIGN. 4. ENGINEERED SHOP DRAWINGS SHALL BEAR THE SIGNATURE AND IMPRESSED SEAL OF A FLORIDA REGISTERED ENGINEER AS THE SPECIALTY ENGINEER AND SHALL BE SUBMITTED FOR REVIEW BY THE ENGINEER OF RECORD. 5. THE FOLLOWING LOAD DURATION FACTORS SHALL BE USED: DEAD LOAD .90 DEAD LOAD + FLOOR LIVE LOAD 1.00 DEAD LOAD + ROOF LIVE LOAD 1.25 6. ROOF SHEATHING IS DESIGNED AS A DIAPHRAGM AND SHALL COMPLY WITH CHAPTER 23 OF THE FLORIDA BUILDING CODE. UNLESS SHOWN OTHERWISE, SPAN RATED PANELS SHALL BE FASTENED TO NOMINAL 2X FRAMING SPACED AT 24" O.C. MAX. AS FOLLOWS: 7. PANELS UP TO 1/2" THICK: 8d NAILS AT 6" O.C. EDGE, 12" O.C. ELSEWHERE 8, PANELS UP TO 5/8" THICK:10d NAILS AT 6" O.C. EDGE, 12"O.C. ELSEWHERE 9. PANELS UP TO 3/4" THICK:12d NAILS AT 6" O.C. EDGE, 12"O.C. ELSEWHERE 10. SEE ROOF SHEATHING NAILING PLAN FOR OTHER NAILING PATTERNS. 11. SPAN DIRECTION OF PLYWOOD SHEETS IS CONTRACTOR'S OPTION UNLESS SPECIFICALLY NOTED OTHERWISE. METAL PLATE CONNECTED WOOD TRUSSES: 1. THE APPORTIONMENT OF THE RESPONSABILITIES BETWEEN THE STRUCTURAL ENGINEER OF RECORD AND THE DELEGATED ENGINEER FOR WOOD TRUSSES SHALL BE AS SET FORTH IN CHAPTER2 OF ANSI/PR11-1995, "NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD CONSTRUCTION" WITH THE AMENDED DEFINITIONS SUBSTITUTED AS FOLLOWS: A. ANSI/TPI "TRUSS DESIGNER" REFERS TO THE DELEGATED ENGINEER FOR WOOD TRUSSES. B. ANSI/TPI "BUILDING DESIGNER" REFERS TO THE STRUCTURAL ENGINEER OF RECORD FOR THE PROJECT. 2. METAL PLATE CONNECTED WOOD TRUSSES AND THEIR CONNECTIONS SHALL BE DESIGNED BY A DELEGATED ENGINEER FOR THE LOADS AND DESIGN CRITERIA PROVIDED HEREIN IN ACCORDANCE WITH THE EDITION OF THE LOCAL BUILDING CODE AND NDS REFERENCED UNDER GENERAL NOTES ON THIS SHEET AND SECTION 61G15-31.003 OF THE F.A.C. AS WELL AS 611315-31.003. SUBMIT DELEGATED ENGINEERING DOCUMENTS FOR APPROVAL AND DO NOT FABRICATE WITHOUT RECEIVING APPROVAL. 3. THE DELEGATED ENGINEER SHALL BE DEEMED A "TRUSS SYSTEM ENGINEER" AS DEFINED IN 61G15-31.003(4) OF F.A.C. AND SHALL DESIGN A TRUSS SYSTEM, MEANING THE ASSEMBLAGE OF TRUSSES AND TRUSS GIRDERS TOGETHER WITH ALL BRACING, CONNECTIONS AND OTHER STRUCTURAL ELEMENTS AND ALL SPACING AND LOCATIONAL CRITERIA THAT, IN COMBINATION, FUNCTION TO SUPPOPRT THE DEAD LOAD, LIVE LOAD, LIVE ROOF LOAD, AND WIND LOADS APPLICABLE TO THE TRUSS SYSTEM. SUPPORTING WALLS, FOUNDATIONS AND HEADERS ARE BEYOND THE SCOPE OF THE TRUSS SYSTEM ENGINEER'S SERVICES. 4. THE TRUSSES SHALL BE DESIGNED TO ACCOMODATE THE SUPERIMPOSED LOADS AS TABULATED OR SPECIFIED HEREIN IN ADDITION TO THE TRUSS SELF -WEIGHT. 5. THE TRUSS SHALL BE DESIGNED TO MEET THE SERVICEABILITY LIMITS AS FOLLOWS: TRUSS CASE LONG TERM CREEP SHORT TERM CREEP DEFLECTION LOCATION WITH A 1.5 FACTOR WITH NO FACTOR LIMIT ROOF Lr - 100% LIVE LOAD U360 ROOF D + Lr 100% DEAD + 25% LIVE 75% LIVE LOAD U240 6. TRUSS DESIGN DRAWINGS AND TRUSS BEARING REACTION VALUES & LOCATIONS, PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED, SHALL BE PROVIDED AND APPROVED BY THE STRUCTURAL ENGINEER OF RECORD FOR THE PROJECT PRIOR TO FABRICATION. TRUSS DESIGN DRAWINGS SHALL BE PROVIDED WITH THE SHIPMENT OF TRUSSES DELIVERED TO THE PROJECT SITE, AND SHALL INCLUDE, AT A MINIMUM, THE FOLLOWING: A. BASIC DESIGN WIND SPEED AND RISK CATEGORY. B. SLOPE AND/OR DEPTH, SPAN AND SPACING C, LOCATION OF ALL JOINTS. D, REQUIRED BEARING WIDTHS. E. DESIGN LOADS AS PER LOAD TABLE F. ADJUSTMENTS TO LUMBER AND JOINT CONNECTOR DESIGN VALUES FOR CONDITIONS OF USE. G. EACH REACTION FORCE, DIRECTION AND LOCATION H. LUMBER SIZES, SPECIES AND GRADE FOR EACH MEMBER. I. JOINT CONNECTOR TYPE AND DESCRIPTION, E.G., SIZE THICKNESS OR GAUGE, AND THE DIMENSIONED LOCATION OF EACH JOINT CONNECTOR EXCEPT WHERE SYMMETRICALLY LOCATED RELATIVE TO THE JOINT INTERFACE. J. CONNECTIONS REQUIREMENTS FOR: (1) TRUSS -TO -TRUSS GIRDER, 2 TRUSS PLY -TO -PL Y AND, (3) FIELD SPLICES. K. CALCULATED DEFLECTION RATIO AND/OR MAXIMUM DESCRIPTION FOR LIVE AND TOTAL LOAD. L. THE SIZE, CONNECTION AND LOCATION OF ALL TEMPORARY AND PERMANENT BRACING. 7. THE DELEGATED ENGINEER VERIFY THE APPLICABILITY SHALL LABILITY OF THE SPECIFIED TRUSS CONNECTORS REGARDING THE ABILITY TO WITHSTAND UPLIFT, BEARING AND LATERAL LOADS AS MAY BE APPLICABLE AND MAKE RECOMMENDATIONS FOR SUBSTITUTE CONNECTORS AS REQUIRED. WOOD FRAMING CONNECTORS: 1. CONNECTORS SHALL BE GALVANIZED (Z-MAX COATED). CONNECTOR MODEL NUMBERS SHOWN ARE Strong tie CONNECTORS AS MANUFACTURED BY SIMPSON Strong Tie Co.,1450 DOOLITTLE DR., P.O. BOX 1568, SAN LEANDRO, CA 94577. SUBSTITUTIONS ARE ACCEPTABLE WITH THE APPROVAL OF THE STRUCTURAL ENGINEER, UNLESS SHOWN OTHERWISE, INSTALL SIZE AND NUMBER OF FASTENERS SHOWN IN LATEST SIMPSON CATALOG. SHOP DRAWINGS FOR SPECIALTY ENGINEERED PRODUCTS: 1. THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE FABRICATION AND ERECTION DRAWINGS PREPARED BY A DELEGATED ENGINEER: 2, ROOF TRUSS SYSTEMS, LIGHT GAGE STEEL EXTERIOR WALL SYSTEMS, ALUMINUM SYSTEMS, GLAZED CURTAIN WALLS, PREFABRICATED STEEL STAIRS & RAILINGS, STRUCTURAL STEEL CONNECTIONS REQUIRING ENGINEERING. 3. SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT AND APPLICABLE CODES, LIST THE DESIGN CRITERIA, AND SHOW ALL DETAILS AND PLANS NECESSARY FOR PROPER FABRICATION AND INSTALLATION, CALCULATIONS AND SHOP DRAWINGS SHALL IDENTIFY SPECIFIC PRODUCT UTILIZED. GENERIC PRODUCTS WILL NOT BE ACCEPTED. 4. SHOP DRAWINGS AND CALCULATIONS SHALL BE PREPARED UNDER THE DIRECT SUPERVISION AND CONTROL OF THE DELEGATED ENGINEER. 5. SHOP DRAWINGS AND CALCULATIONS REQUIRE THE IMPRESSED SEAL, DATE AND SIGNATURE OF THE DELEGATED ENGINEER. COMPUTER PRINTOUTS ARE AN ACCEPTABLE SUBSTITUTE FOR MANUAL COMPUTATIONS PROVIDED THEY ARE ACCOMPANIED BY SUFFICIENT DESCRIPTIVE INFORMATION TO PERMIT THEIR PROPER EVALUATION. SUCH DESCRIPTIVE INFORMATION SHALL BEAR THE IMPRESSED SEAL AND SIGNATURE OF THE DELEGATED ENGINEER AS AN INDICATION THAT HE/SHE HAS ACCEPTED RESPONSIBILITY FOR THE RESULTS. SEPIAS DO NOT REQUIRE SIGNATURE AND SEAL. THE STRUCTURAL ENGINEER WILL RETAIN ONE SIGNED AND SEALED BLUELINE PRINT FOR RECORD. 6. DRAWINGS PREPARED SOLELY TO SERVE AS A GUIDE FOR FABRICATION AND INSTALLATION (SUCH AS REINFORCING STEEL SHOP DRAWINGS OR STRUCTURAL STEEL ERECTION DRAWINGS) AND REQUIRING NO ENGINEERING DO NOT REQUIRE THE SEAL OF A DELEGATED ENGINEER. 7. CATALOG INFORMATION ON STANDARD PRODUCTS DOES NOT REQUIRE THE SEAL OF A DELEGATED ENGINEER, 8. REVIEW BY THE STRUCTURAL ENGINEER OF RECORD OF SUBMITTALS IS LIMITED TO VERIFYING THE FOLLOWING: A. THAT THE SPECIFIED STRUCTURAL SUBMITTALS HAVE BEEN FURNISHED. B. THAT THE STRUCTURAL SUBMITTALS HAVE BEEN SIGNED AND SEALED BY THE DELEGATED ENGINEER. C. THAT THE DELEGATED ENGINEER HAS UNDERSTOOD THE DESIGN INTENT AND HAS USED THE SPECIFIED STRUCTURAL CRITERIA. (NO DETAILED CHECK OF CALCULATIONS WILL BE MADE). D. THAT THE CONFIGURATION SET FORTH IN THE STRUCTURAL SUBMITTALS IS CONSISTENT WITH THE CONTRACT DOCUMENTS. (NO DETAILED CHECK OF DIMENSIONS OR QUANTITIES WILL BE MADE). SUBMITTALS NOT MEETING THE ABOVE CRITERIA WILL NOT BE REVIEWED. ABBREVIATIONS Q = AT E.S.= EACH SIDE OPNG. = OPENING A.B. = ANCHOR BOLT E.W: EACH WAY P.A.F. = POWDER ACTUATED FASTENER ALT. = ALTERNATE EXIST.= EXISTING PART. = PARTITION APPROX. = APPROXIMATELY EXP.= EXPANSION PART L. = PARTIAL ARCH. = ARCHITECT EXT: EXTERIOR PL = PLATE ARCHTL. = ARCHITECTURAL FIN.= FINISH plf = POUNDS PER LINEAR FOOT BAL. = BALANCE FLR.= FLOOR psf = POUNDS PER SQUARE FOOT B.C. = BOTTOM CHORD FDN: FOUNDATION psi = POUNDS PER SQUARE INCH BLDG. = BUILDING F.S. = FAR SIDE P.T. = POST TENSION OR BM. = BEAM FT. = FOOT PRESSURE TREATED BOTT = BOTTOM FTG. = FOOTING REINF. = REINFORCING BRIG. = BEARING GA. = GAGE REQ'D. = REQUIRED CH. = CHANNEL GALV. = GALVANIZED REV. = REVISED/ REVISION C.I.P. = CAST IN PLACE G.C. = GENERAL CONTRACTOR R.O. = ROUGH OPENING C.J. = CONSTRUCTION JOINT HC = HOLLOW CORE SCHED. = SCHEDULE CL = CENTERLINE H.D.G. = HOT DIPPED GALVANIZED SECT. = SECTION CLR. = CLEAR HG = HIP GIRDER SIM. = SIMILAR CMU = CONCRETE MASONRY UNIT HORIZ. = HORIZONTAL SQ. = SQUARE COL. = COLUMN H.P. = HIGH POINT S.J. = CONTRACTION JOINT CONIC, = CONCRETE HSS = TUBE STEEL S.M.S. = SHEET METAL SCREW CONFIG. = CONFIGURATION I.J. = ISOLATION JOINT STD. = STANDARD CONT. = CONTINUOUS INFO. = INFORMATION SW = SHEARWALL CONTR. = CONTRACTOR INT. = INTERIOR S.W. = SHORT WAY CONSTR. = CONSTRUCTION JT. = JOINT STL. = STEEL CTR. = CENTER L = ANGLE STRUCT. = STRUCTURAL CVR. = COVER LG. = LONG T.G. = TOP CHORD DBL. = DOUBLE L.W. = LONG WAY TIO = THRU OUT DTL. = DETAIL MFR. = MANUFACTURER T.O. = TOP OF ... DIA. = DIAMETER MAIL. = MATERIAL T = TOP DIM. = DIMENSION MAX. = MAXIMUM TEMP. = TEMPERATURE DN. = DOWN M.D. = MID -DEPTH TYP. = TYPICAL DWG. = DRAWING M.C.J. = MASONRY CONTROL JOINT U.N.O. = UNLESS NOTED OTHERWISE EA. = EACH MIN. = MINIMUM VERT. = VERTICAL E.E. = EACH END MISC. = MISCELLANEOUS V.S. = VALLEY SET E.F. = EACH FACE N.S. = NEAR SIDE W = WIDE FLANGE E.J. = EXPANSION JOINT N.I.C. = NOT IN CONTRACT wl = WITH ELEV. / EL. = ELEVATION N.T.S. = NOT TO SCALE WD. = WOOD E.O.R. = ENGINEER ON RECORD O.C. = ON CENTER WP = WORK POINT EQ. = EQUAL O.H. = OPPOSITE HAND W.W.F. = WELDED WIRE FABRIC ASCE 7-10 WIND DESIGN CRITERIA DESIGN PARAMETER SYMBOL VALUE ASCE/SEI 7-10 REFERENCE RISK CATEGORY - I TABLE 1.5-1 ULTIMATE BASIC WIND SPEED VULT 135 MPH SECTION 26.5 NOMINAL BASIC WIND SPEED VASD 104 MPH SECTION 26.5 WIND DIRECTIONALITY FACTOR Kd 0.85 TABLE 26.6-1 EXPOSURE CATEGORY - C SECTION 26.7.3 TOPOGRAPHIC FACTOR Kt 1.00 SECTION 26.8 a r L a.l ! . v"'N.1f' a,�" FREE STANDING WALLS & SIGNS - OPEN SECTION 29.4 - x SS F � FREE STANDING WALLS & SIGNS Cf 1.45 FIGURE 29.4-1 qh 45 PSF CHAPTR13 29STIN FREE STANDING WALLS & SIGNS AUG 3 0 2019 h 0 � N O W ti v -° U 0 W �41 W � 0 5904-A Hampton Oaks Pkwy. ''a Tampa, Florida 33610 t Office: 813-253-5311 Fax:813-464-7629 www.HeidtDesign.com � Q Z w O w U W Q w H E-� U a Z W P4 W � 0 w a wo ao 6810 EBB TIDE AVENUE I APOLLO BEACH, FL 33572 I 813.500.7595 1 wwwAustrucgmup.mm I FL CA #30096 This drawing is signed and sealed by the structural engineer for structural requirements only. Architectural, Electrical and Mechanical requirements and design which are incidental to the structural design in these drawings are not included under the Engineer's Seal. Printed copies of this document are not considered signed and sealed unless bearing the engineer's original signature. w cn z Lu W o w J Z o U) a ( U w w D U of o LlJ N N N 0 0 0 M N r PROJECT NO: PHC OP 1004 FILE: L-370 DESIGN BY: AFC DRAWN BY: AFC STATE OF FLORIDA PROFESSIONAL ENGINEER k � C63 7 - y t, r a aCC _ L� i E s� ARNOLD AUSTIN, P.E. DATE: LICENSE NO. 66375 L-374 WZ mW 12ow mVw cr; z � 9W ❑U)U Z �oQ J t- EL W O U -2 z F 0- OZ LL zO Mflulti Z Z�W m� 0 0 O U c m Vi oCnW W h �Z= Wo 2-W OWM ,zP Z W 0 U W >�W WU0 W LL Q WWI a to z 1- U W 11 U �Z>W oCD W J?O z J U�U oo� pow o_ =°w0 U0 gj5W F-ZZZZ N0 (we W M 0ax ©om h--1 h--1 a H `�I w w w 0 w Q CL w� 0--o 0- LL LU w w a J Z [0 O D U F_ a_ w _ � U W w O W N F O Q c\ 0 00 O cl) PROJECT NO: PHC OP 1004 FILE: OAKS AT PASCO ELEC DESIGN BY: AFC DRAWN BY: AFC W z m Z W Q Z �Om U 0E m U W a w>= OQU U Z U LL Z J F J >�(Dw O � U OwZ O Q J La m ~w0 =O O(Kz z LL U � La mZF- Z ZEDED z)o� � Z O U W p Z W � co O Q F P.=w U z0� wUp 0 Aga Uww Owe p d O Lu OzF- z �-- w >�w w� U LL Q J W x W N a FU—Uw co C=J ccoz �wof J W Q 0 0 W J ? O m > o J F— U U U p LL p0LL W p U 2 W p p NOZ = w > w EL ww 0ax ©0 U o■ o■ IA■ P NIEL SL`RL:AC'E NIOUINTED 120 `240 VOLT I PHASE WIRE WITH G OLTND 60A M.C.B. NE1VIA 3R NOTES CII T. DESCRIPTION BREAKER A B BF E-ALKE DESCRIPTION CKT. NOTES NO. TRIP POLE VOLT VOLT POLE TRIP NO. 5 1 ENTRY GATES 20 1 120 1400 ISO 120 1 20 WR (T'I RECEPT. 2 2 5 3 EXIT GATES 20 1 120 1400 1 180 120 1 20 W .R CT'I RECFPT. 4 5 5 PEDESTRIAN GATE 20 1 120 200 ISO 120 1 20 V.P. CT'I REC°EPT. 6 2 5 7 CALL BOSS; 20 1 120 200 1 205 120 1 20 ;f SIGN LIGHTING S 1 9 CAMERAS 20 1 120 300 ISO 120 1 20 ++ SIGN W.P. GFI RECEPT. 10 2 11 1'2 13 1.4 15 16 S 1 171 60 AMP MAIN BREAKER 1 60 ? 240 240 2 30 SLTItGE PROTECTIVE DE%7IC E 18 5 5 1 19 WITH TIE DOWN 1 20 5 CONNECTED %1A SYSTEM VOLTS PH.ASEAMPS 2440 1.988 NOTES (1 •= DENOTES UNDER SEPARATE PERMIT DEMAND LOAD 260 VA 720 VA O VA 0 VA 3500 VA 0 VA 0 VA 4480 VA 19 AMPS 120=2401%_ 1 PHASE 20 17 NOTES LOAD TYPE CONNECTED NEC DEMAND I LIGHTING 208 1,25 2 RECEPTACLES 720 1 3 AIR CONDITIONING 0 0 4 HEATING 0 0 S MISC. NON -CONTINUOUS 3500 1 6 CONTINUOUS 0 1.25 7 KITCHEN 0 0.65 TOTAL 120r'240V, I PHASE ARC FLASH{ NOTE THE ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL SIGNAGE/LABELS FOR ARC FLASH/SHOCK HAZARD FOR ALL SERVICE EQUIPMENT AS PER N.E.C. ART. 110.24 AND NFPA 70E. SIGNAGE/LABELS MUST SUITABLE TO WITHSTAND THE ENVIRONMENT AND SHALL INCLUDE THE MAXIMUM AVAILABLE FAULT CURRENT, LEVEL OF PPE REQUIRED, APPROACH BOUNDARIES AND DATE OF CALCULATION. (0II X6IIX11 CONCRETE POST ELECTRICAL CONSULTING GROUP GENERAL NOTES • CONTRACTOR SHALL VISIT THE SITE AND FAMILIARIZE HIMSELF WITH EXISTING CONDITIONS PRIOR TO SUBMITTING A PROPOSAL. • ALL WORK SHALL 5E IN ACCORDANCE WITH THE 2014 EDITION OF THE NATIONAL ELECTRICAL CODE. • ALL CONDUCTORS SHALL 5E COPPER, 012 MINIMUM. • ALL CONDUITS SHALL HAVE A PROPERLY SIZED EQUIPMENT GROUNDING CONDUCTOR. • PROVIDE ALL NECESSARY PULL/JUNCTION BOXES, SUPPORTS AND MISC. ITEMS FORA COMPLETE INSTALLATION. • THE USE OF TYPE 'MC' CCALE MAY 5E USED, IF IT MEETS THE REQUIREMENTS OF THE N.E.G. • PROVIDE TYPE WRITTEN PANEL DIRECTORIES. • ALL WIRING SHALL 5E IN A CONTINUOUS CONDUIT SYSTEM. • ALL LIGHT FIXTURES SHALL BE SUPPORTED INDEPENDENTLY OF SUSPENDED CEILINGS. • ELECTRICAL WORK SHALL 5E COORDINATED WITH ALL OTHER TRADES. • SWITCHES AND RECEPTACLES SHALL 5E 20 AMP COMMERCIAL GRADE AND IVORY IN COLOR_ PROVIDE MATCHING COVER PLATES. • CONCEAL ALL CONDUITS AND BOXES UNLESS OTHERWISE NOTED. • COORDINATE ALL POWER REQUIREMENTS WITH LOCAL POWER COMPANY ENGINEER. • PROVIDE AND MAINTAIN TEMPORARY POWER AND LIGHTING SYSTEM FOR DURATION OF THE PROJECT. • EMT FITTINGS SHALL 5E DIE CAST SET SCREW. • MAKE FINAL CONNECTIONS TO EQUIPMENT WITH FLEXIBLE METAL CONDUIT. LIQUID TIGHT WHERE EXPOSED TO WEATHER. • ALL LIGHTING CONTROLS TO MEET THE F5C ENERGY CODE &TH EDITION 2011, FB.C. ENERGY CODE &TN EDITION 2011 • ALL LIGHTING CONTROLS TO MEET THE FBC ENERGY CODE OTH EDITION 2011. • VOLTAGE: DROP CONSIDERATIONS FOR CUSTOMER OWNED SERVICE ENTRANCE AND BRANCH CIRCUIT CONDUCTORS HAVE BEEN INCLUDED IN THE DESIGN OF THE ELECTRICAL SYSTEM AS REQUIRED 5Y THE rroTH EDITION (201-1) FLORIDA ENERGY CONSERVATION CODE REFERENCE 1C405.7.3.1 AND (C405."1.3.2 ) F.Q.C. ENERGY CODE VOLTAGE DROP NOTE FOR BRANCH CIRCUIT CONDUCTORS EVER'' 15' IN LENGTH, THE WIRE SIZE SHALL BE INCREASED ONE WIRE SIZE TO MEET THE PROVISIONS DE NO MORE THAN 3510 VOLTAGE DROP ON AN'' BRANCH CIRCUIT. Isca = trans. FLA x 1 O0 PROPOSED POWER CO. _ transformer Z _ _ % METER PANEL A bca - ampere short-circuit current R S symmetrical. ka - �8: amperes TRANSFORMER. �. n ....rm.......... PROVIDE LETTER WITH Point to Point Method salgle pilase �,mo,1it' THE ACTUAL_ FAULT CURRENT Length (distance) L = 25 € Copper in Mi taliic Raceway PROVIDED, BEFORE ORDERING 2 x L x I €Asc I. 'f' factor =1' SWITCHGEAR. P.D. x G x L-N # conductors per phase N 1 ,p wwmvumvw.vr. TTI 1TPhase conductor constant C = � Phase Conductor ° 3C Volt Line to Line E L- L = 240 Volt f = W.P. GFf Neutral conductor cotlstarit C = FS ; l t l C nd cto REGEPT. Al Multiplier Bolt Line to Neutral E L - N 120 Volt y { INOW— u M = 1 1 C. 04 CU. 3-06 THWN CU. 1 + f Line to Line M GRD. Line to Neutral M — Fault Current at Service Equipment GROUND PER ART. 250 OF THE N.E.C. Isca x M = fault current at terminals of main disconnect L- L = #► amperes Isaa x M = fault current at terminals of main disconnect L- N = --► amperes 5EIRVICE IR15ER DIAGRAM 120/240V 1 FHA5E LEGEND SYMBOL DESCRIPTION I" IOUNT I NG/COMMENTS 0 FLUORESCENT LIGHT FIXTURE SEE LIGHT FIXTURE SCHEDULE FLUORESCENT STRIP FIXTURE SEE LIGHT FIXTURE SCHEDULE FLUORESCENT LAY -IN FIXTURE SEE LIGHT FIXTURE SCHEDULE FLUORESCENT LAY -IN FIXTURE SEE LIGHT FIXTURE SCHEDULE EXIT LIGHT, SINGLE OR DOUBLE FACE, ® BATTERY BACK UP SEE LIGHT FIXTURE SCHEDULE EMERGENCY LIGHT SEE BATTERY BACK UP LIGHT FIXTURE SCHEDULE INCANDESCENT, HID OR FLUORESCENT WALL MOUNTED FIXTURE SEE LIGHT FIXTURE SCHEDULE INCANDESCENT, HID OR FLUORESCENT CEILING MOUNTED FIXTURE SEE LIGHT FIXTURE SCHEDULE ® INCANDESCENT, HID OR FLUORESCENT RECESSED FIXTURE SEE LIGHT FIXTURE SCHEDULE PANELBOARD 120/208V, 3PH SEE PANEL SCHEDULE PANELBOARD 277/48OV, 3PH SEE PANEL SCHEDULE DISCONNECT SWITCH SEE PLANS FOR SIZE, TYPE AND VOLTAGE S SINGLE POLE SWITCH 44" TO CENTER ABOVE FINISHED 120/277V, 20A FLOOR UNLESS OTHERWISE NOTED S3 THREE WAY SWITCH 44" TO CENTER ABOVE FINISHED 120/277V, 20A FLOOR UNLESS OTHERWISE NOTED 54 FOUR NAY SWITCH 44" TO CENTER ABOVE FINISHED 120/277V, 20A FLOOR UNLESS OTHERWISE NOTED SPL SINGLE POLE SWITCH WITH PILOT LIGHT 44" TO CENTER ABOVE FINISHED 120/277V, 20A FLOOR UNLESS OTHERWISE NOTED SM SINGLE POLE MOTOR RATED SWITCH 44" TO CENTER ABOVE FINISHED 120/277V, 20A FLOOR UNLESS OTHERWISE NOTED SD SINGLE POLE DINNER SWITCH 44" TO CENTER ABOVE FINISHED 120V, 20A, VERIFY WATTAGE FLOOR UNLESS OTHERWISE NOTED O OCCUPANCY SENSOR WATTSTOPPER OR CEILING MOUNT EQUAL. DUPLEX RECEPTACLE 18" ABOVE FINISHED FLOOR 120V, 20A UNLESS OTHERWISE NOTED DOUBLE DUPLEX RECEPTACLE 18" ABOVE FINISHED FLOOR 120V, 20A UNLESS OTHERWISE NOTED GFIQ GROUND FAULT RECEPTACLE ABOVE COUNTER TOP 120V, 20A (HP=HEATHER PROOF) UNLESS OTHERWISE NOTED ® SPECIAL PURPOSE RECEPTACLE VERIFY MOUNTING HEIGHT AND NENA 20BV, 20A CONFIGURATION EXHAUST FAN VERIFY WITH MECHANICAL PLANS O JUNCTION BOX VERIFY REQUIREMENTS ® CONTROL RELAY SEE PLANS FOR TYPE TELEPHONE OUTLET 18" ABOVE FINISHED FLOOR 3/4" CONDUIT TO ABOVE CEILING UNLESS OTHERWISE NOTED TELEPHONE/DATA OUTLET 18" ABOVE FINISHED FLOOR 3/4" CONDUIT TO ABOVE CEILING UNLESS OTHERWISE NOTED ® CATV OUTLET IS" ABOVE FINISHED FLOOR 3/4" CONDUIT TO ABOVE CEILING UNLESS OTHERWISE NOTED NOTE: NOT ALL ITEMS USED. 0 10 20 GRAPHIC SCALE: 1" = 10' ELEVATIONS BASED ON: NORTH AMERICAN VERTICAL DATUM 1988 CONVERSION. NAVD 88 TO NGVD 29 = +88.95' ©1 4-, 0 o eon N � w a o 1 oUi O cn W � v to:j': •y � m Q 14) bl W 5904-A Hampton Oaks Pkwy. J Tampa, Florida 33610 ❑� r a Office: 813-253-5311 Fax:813-464-7629 www.HeidtDesign.com O a � l h�-•I M lj-1 W W 0 W n w� ALL c ctrical t0499 nsulting roup, inc. HAMMOCK DR. PALM HARBOR, FL 34683 PH:(727)-409-4358 LIC. uCA7713 PE: 52005 CURTIS T. LATZO ELECTRICALCONSULTNGGROLF-CMAR..COM This drawing is signed and sealed by the structural engineer for structural requirements only. Architectural, Electrical and Mechanical requirements and design which are incidental to the structural design in these drawings are not included under the Engineer's Seal. Printed copies of this document are not considered signed and sealed unless bearing the engineer's original signature. W U) W a J Z m 0 D U) o C) W — U W W O W N � O Q M � W 0 M PROJECT NO: PHC OP 1004 FILE: OAKS AT PASCO ELEC DESIGN BY: AFC DRAWN BY: AFC STATE OF FLORIDA PROFESSIONAL ENGINEER QQ�0%.111 H I I o * 5 0 'k o ST /0 CURTIS T. LATZO, P.E. 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