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k ,. I PROJECT DATA LAND AREA: 1f►NAaIIIIIIIII TOTAL NUMBER OF LNNG UNITS: 9K DENSITY: On UNU MAW CONDITION® AREA GROSS AREA NUMBER TOTAL NET AREA TOTAL GROSS AREA UNIT TYPE PER UNIT TYPE PER UNIT TYPE OF UNITS PER UNIT TYPE PER UNIT TYPE UNIT -P- (4BRMBA) 1.293 S.F. 1,390 SF. 31 40,083 S.F. 43,090 S.F. UNIT " Q• (2BR213A) 792 S.F. 889 S.F. 24 19,006 S.F. 21.38E S.F. UNIT 1W (5BRIBA) I.W S.F. 1.657 S.F. 4 0,240 S.F. 8.888 SF. UNIT -S- M RPM 028 S.F. 1,025 S.F. 3 Z784 S.F. 3,073 S.F. UNIT -8 W MPJ2" 928 S.F. 1,025 S.F. 1 928 S.F. 1,025 S.F. UNIT -r (2BRP� 882 S.F. 950 S.F. 3 2.58E S.F. Z977 S.F. UNIT -U- (EFF) 460 S.F. 450 S.F. 9 4.050 S.F. 4.050 S.F. UNIT -W (38RMBA) 1,096 S.F. 1,195 S.F. 8 6.588 S.F. 7,170 S.F. UNIT -V W (8BRMBIA) 1,098 S.F. 1,195 SF. 8 8.588 S.F. 7,170 S.F. UNIT W (2BR/2BA) 823 S.F. 920 S.F. 1 823 S.F. 020 S.F. UNIT x (1BRMBA) AIN S.F. 583 S.F. 1 406 S.F. 583 S.F. UNIT -Y- (1BRMBA) 481 S.F. 556 S.F. 36 17,318 S.F. 20,016 S.F. UNIT -T (5BRI5BA) 1.584 S.F. 1.001 SF. 12 18,768 S.F. 19.932 S.F. UNIT -AA- (4BRJ4BA) 1AV SF. I.W SF. 10 14.270 B.F. 15.240 SF. UNIT -AA he (481WBA) I AV S.F. 1.524 S.F. 1 I AV S.F. 1.524 S.F. UNIT -BB- (3BRf3BA) 1.207 8F. 1.304 8F. 2 Z414 S.F. 2.808 SF. UNIT I = (2BRMV 870 S.F. W SF. 1 870 8F. W SF. UNIT -DD- (40R/48A) 1.448 S.F. 1,W S.F. 6 8.888 S.F. 9.270 S.F. UNIT -W (4BRMBA) I AN S.F. 1.W S.F. 4 5.792 S.F. 6,180 S.F. TOTALS 161 159.889 SF. 173.841 S.F. Colo 1/ 2" I R %8/ C I%i65/8 r-? 0 N 10201363.5303 3557056.0 , • ,. o PROJECT DATA CONT. BUILDING TYPE UNIT MAKE-UP PER BUILDING TYPE GROSS MFEA PER BUILDM TYPE NUMBER OF BUILDINGS TOTAL GROSS AREA PER BUILDING TYPE BUILDING TYPE VI 44ST0RY BUILDING TYPE VII 4-STORY BUILDING TYPE VIII 343TORY BULDING TYPE VIIIa 3-STORY 19 -P 14 W13 V/ 1 084WI3 TM W/1 x 4 OP/8 %r/3 %P/2 Y/ 2 OV hd/12'Y'14 T 5 -AI OWI 1 'ACC/ 3 OW12 OW 5-AA918AA ha"/1 W/ 3 "W12 TF 49,872 8F. 38,786 SF. 19.742 W. 19,754 S.F. 1 3 1 1 49= S.F. 116.= S.F. 19.742 S.F. 19,784 S.F. TOTALS 181 UNITS 6 205.196 SF. MAIL KIOSK TOTAL GROSS AREA 294 S.F. TOTAL GROSS AREA FOR PROJECT: 205AN S.F. REFER TO CIVIL FOR PARKING LEGEND ILDING NUMBER &::--:BwUILDING TYPE — — — PROPERTY LINE — — — — BUILDING SETBACK LINE E EASEMENT LINE FENCE SITE LOCATION NOTE: REF. CIVIL SHEETS C-10 8 C-11 FOR NUMBER OF STBP8 ON TIOWNIOMES �0 SOCO N W� EXISTING M H0L �S of r • . • / . . � j ` �` �- � .. . • icy � . . . . . . . . . . . ....... .. ......... 1 vr2 2 /A2A110 o 12 UNITS /12 UNITS I r 47 BEDS VI I I ♦ 45 BEDS ;\ . I I 3 STORY _ / .3 STORY 21 � 0-0H.C. ° 1 VI I I - i v °too \ O O 40 A-: A2A/09 G :�`< A / A2A/11 O o .00 w� DU1/01 Q , O A 1 O I O U C CRR PORT SECTION v � woo-° 4 STORY BLOCK 1 1 19 35 UNirs 1 1 VII 79 BEDS 1 1 AIIIurx wow =I= till ° v v ° 18► 1 35 UNITS VII 79 BEDS 14 STORY BLOCK v H.C. v v 1 O v ° 20 ° ° VII ° v c ° 35 UNITS; 79 BEDS v H.C. v 4 STORY v ° BLOCK — = Ovwo oomv 1 / 2" 1 R %8/ CI%65/8 N 10201155.9930 ffrIN Campus Village Communities CAMPUS VILLAGI AT COLLEGE STATION 1711 HARVEY MITCHELL PARKWAY SOUTH COLLEGE STATION, TEXAS AOEYBAPIBRBY: CAM DEVELOPWNT GROUP, LLC ISSUE LOG NO DESCRIPTION DATE ,, r1 0 _ 155UE FOR PERMITT08/01/11 107 2 o q E4,3 J -— Q 3� E 44 ,N V 0 B R I E N 5310 HARVEST HILL RD. SUITE 136 DALLAS, TEXAS 75230 _ — 972. 788. 1010 - :M www.obrienarch.com � G U) ' , E 3558327.2184 Z 298.77' C���� � R GNP, �� . N P� �v ARC 01 PHASE IA & IB SITE PLAN NORTH SHEET W. SITE PLAN COPYRIGHT Cc12010 OBRIEN THESE DRAWINGS, OR PARTS THEREOF, MAY NOT BE REPROr)UCED IN ANY FORM. BY ANY METHOD, FOR ANY PURPOSE, WITHOUT PRIOR WRITTEN CONSENT FROM O BRIEN J r YC 8" B/F WATER. BLDG 17 BELOW FLOOR - PLUMBING SCALE: 1/8" = 1'-O" BLDG 17 FIRST FLOOR - PLUMBING SCALE: 1/8" = 1'-O" KEY NOTES: 10 3" SANITARY VENT RISER. O2 3" SANITARY WASTE RISER. O3 3" SANITARY WASTE/VENT RISER PER IPC SECTION 910. 40 DOMESTIC WATER RISER. REFER TO RISER DIAGRAM FOR SIZING. O INSULATE DOMESTIC WATER PIPE CROSSING BREEZEWAY. REFER TO DETAIL. 60 2" SANITARY WASTE RISER O7 2" SANITARY VENT RISER BLDG. 17 SEWER IS HERE I i l it i i i I I 'IS TION 44 Jordan & Skala Engineers 14240 Midway Read, Suite 350 Dallas, TX 75244-5138 V: (469) 383-1616 I:: (469) 385-1615 Project Number - 113-0314 Texas Firm Registration # F-4990 Drawn By: JAP Checked By: TEK DEVE LO NIE INTGROUP PrCampus Village Villa e J Communities CAMPUS VILLAGE AT COLLEGE STATION 1711 HARVEY M ITCHELL PARKWAY SOUTH COLLEGE STATION, TEXAS A DEVELOPMENT BY: CADDIS DEVELOPMENT GROUP, LLC ISSUE LOG NO. DESCRIPTION DATE 155UE FOR PERMIT 0,5/OI/1 O' B R I E N 5310 HARVEST HILL RD. SUITE 136 DALLAS, TEXAS 75230 972. 788. 1010 www.obrienarch.com NAAt1 F-4990 . DATE: JOB: SCALE: 08.01.11 11018 SHEET NO. 0.10 BUILDING 17 FIRST FLOOR PLUMBING COPYRIGHT©2010 OBRIEN THESE DRAWINGS, OR PARTS (HEREOF, MAY NOT BE REPRODUCED IN ANY FORM, BY ANY METHOD, FOR ANY PURPOSE, WITHOUT PRIOR WRITTEN CONSENT FROM OBRIEN YCO BLDG 18-20 BELOW FLOOR - PLUMBING SCALE: 1/8" = 1'-0" 2 BLDG 18-20 FIRST FLOOR - PLUMBING SCALE: 1/8" = 1'-0" HERE FCO n 2-WAY YCO 4"SS. REF: CIVIL DWGS FOR CONTINUATION KEY NOTES: O1 3" SANITARY VENT RISER. 3 � Kam; O2 3" SANITARY WASTE RISER. O 3" SANITARY WASTE/VENT RISER PER IPC SECTION 910. O DOMESTIC WATER RISER. REFER TO RISER DIAGRAM FOR SIZING. O INSULATE DOMESTIC WATER PIPE CROSSING BREEZEWAY. 0la�:' REFER TO DETAIL 6O 2" SANITARY WASTE RISER Campus rVilla 7O 2" SANITARY VENT RISER 411 J e Communities CAMPUS VILLAGE AT COLLEGE STATION 1711 HARVEY MITCHELL PARKWAY SOUTH COLLEGE STATION, TEXAS A DEVELOPMENT BY: CADDIS DEVELOPMENT GROUP, LLC ISSUE LOG NO. DESCRIPTION DATE ISSUE FOR PERMIT Ob/OI/II Jordan & Skala Engineers g 14240 Midway Road, Suite :350 Dallas, TX 75244-5138 V: (469) 385-1616 f: (469) 385-1615 Project Number - 113-0314 Texas Firm Registration # F-4990 Drawn By: JAP Checked By: TEK O' B R I E N 5310 HARVEST HILL RD. SUITE 136 DALLAS, TEXAS 75230 972. 788. 1010 www.obrienarch.com DATE: JOB: SCALE: 08.01.11 11018 SHEET NO. P 0 BUILDING 18-20 FIRST FLOOR PLUMBING COPYRIGHT2010 OBRIEN THESE DRAWINGS, OR PARTS THEREOF, MY NOT BE REPRODUCED IN ANY FORM, BY ANY METHOD, FOR ANY PURPOSE, WITHOUT PRIOR WRITTEN CONSENT FROM 013RIEN 7 J RISER ROO OPTION W REF: SITE FOR ORIEN' I l I 2-1/2" DOMESTIC WATER. Mu . viriL. WWTVJ nu . vniL. vnva FOR CONTINUATION FOR CONTINUATION BLDG 21 BELOW FLOOR SCALE: 1 /8" = 1 '-0" 2 I LDG 21 FIRST 7 CALE: 1/8 1 7-0)) PLUMBING FLOOR PLUMBING IFHB RISER ROOM OPTION 'B' ' REF: SITE PLAN FOR ORIENTATION J KEY NOTES: m �+ - 01 3" SANITARY VENT RISER. O2 3" SANITARY WASTE RISER. d P; O3 3" SANITARY WASTE/VENT RISER PER IPC SECTION 910. DOMESTIC WATER RISER. REFER TO RISER DIAGRAM FOR SIZING. DEVELOPMENTGMUP O INSULATE DOMESTIC WATER PIPE CROSSING BREEZEWAY. REFER TO DETAIL. Campus © 2" SANITARY WASTE RISER Village O7 2" SANITARY VENT RISER Communities CAMPUS VILLAGE AT COLLEGE STATION 1711 HARVEY MITCHELL PARKWAY SOUTH COLLEGE STATION, TEXAS A DEVELOPMENT BY: CADDIS DEVELOPMENT GROUP, LLC ISSUE LOG NO. DESCRIPTION DATE 155E FOR PERMIT 08/OI/II Jordan & Skala Engineers 14240 Midway Road, suite. 350 Dallas, TX *5244-5138 V: (469) 385-1616 f: (469) 385-1615 Project Number - 113-0314 Texas Firm Registration # F-4990 Drawn By: JAP Checked By: TEK O' B R I E N 5310 HARVEST HILL RD. SUITE 136 DALLAS, TEXAS 75230 972. 788. 1010 www.obrienarch.com 1 F.4990 w DATE: JOB: SCALE: 08.01.11 11018 SHEET NO. BUILDING 21 FIRST FLOOR PLUMBING COPYRIGHT Q201 0 OBRIEN THESE DRAWINGS, OR PARTS THEREOF, MAY NOT BE REPRODUCED IN ANY FORM, BY ANY METHOD, FOR ANY PURPOSE, WITHOUT PRIOR WRITTEN CONSENT FROM O'BRIEN I I I i I I GENERAL CONDITIONS: STRUCTURAL CONCRETE: CONCRETE MASONRY UNITS: CODE & DESIGN SPECIFICATIONS 1. TYPICAL CONCRETE SHALL BE HARDROCK CONCRETE WITH A MINIMUM 1. ALL CONCRETE MASONRY UNITS SHALL BE ASTM C-90 GRADE N TYPE 1 MEDIUM COMPRESSIVE STRENGTH AS SPECIFIED BELOW AT 28 DAYS. FIVE SACKS (470 LBS) WEIGHT UNITS. GENERAL: 2009 INTERNATIONAL BUILDING CODE IS USED AS THE BASIC CODE MINIMUM OF CEMENT PER CUBIC YARD SHALL BE USED. READY -MIXED CONCRETE DOCUMENT. THIS IS SUPPLEMENTED BY THE FOLLOWING ADDITIONAL CODES AND SHALL CONFORM TO ASTM C94. MIX DESIGN SHALL INCLUDE LOCATION WHERE 2. ALL CONCRETE MASONRY UNITS SHALL BE PLACED IN STRICT ACCORDANCE WITH REFERENCES TO BE USED FOR DESIGN, DETAILING AND CONSTRUCTION: CONCRETE IS TO BE USED. LATEST ACI SPECIFICATIONS FOR CONCRETE MASONRY STRUCTURES. A. STRUCTURAL STEEL: SPECIFICATIONS FOR THE DESIGN, FABRICATION AND GRADE BEAMS 4000 PSI 3. ALL MORTAR SHALL BE ASTM C-270, TYPE S MORTAR CONSISTING OF PORTLAND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS OF AISC (LATEST EDITION) SLAB -ON -GRADE 4000 PSI CEMENT, LIME AND AGGREGATE. B. STRUCTURAL CONCRETE: 2008 BUILDING CODE FOR REINFORCED CONCRETE OF 2. CONCRETE SLUMPS SHALL BE FIVE INCHES MAXIMUM AND THREE INCHES MINIMUM. 4. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150. AGGREGATE SHALL CONFORM THE AMERICAN CONCRETE INSTITUTE (ACI 318-08) TO ASTM C-144. HYDRATED LIME SHALL CONFORM TO ASTM C-207. 3. PORTLAND CEMENT SHALL CONFORM TO ASTM C150. AGGREGATE SHALL CONFORM C. STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS (SJI) TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE ONE INCH. 5. NO CALCIUM CHLORIDE OR FLY ASH SHALL BE PERMITTED IN THE MORTAR MIX. AND AISC (LATEST EDITION). 4. ALL CONCRETE WORK SHALL BE DONE IN STRICT ACCORDANCE WITH THE LATEST 6. VERTICAL CELLS SHOWN ON PLANS OR IN SECTION AS GROUTED SOLID SHALL HAVE DESIGN LOADS: (LIVE LOAD) A.C.I. SPECIFICATIONS. VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR, UNOBSTRUCTED, CONTINUOUS VERTICAL CELL MEASURING NOT LESS THAN 2 INCHES BY 3 INCHES. ROOF 20 PSF 5. ALL REINFORCING STEEL SHALL BE ASTM A615 GRADE 60. FLOOR 40 PSF 7. ALL CELLS CONTAINING REINFORCEMENT SHALL BE FILLED SOLIDLY WITH 3000 PSI 6. REINFORCING STEEL SHALL BE DESIGNED, DETAILED, FABRICATED AND PLACED IN GROUT. WIND 90 MPH - 3 SEC GUST EXPOSURE C ACCORDANCE WITH THE LATEST A.C.I. "MANUAL OF STANDARD PRACTICE FOR ROOF UPLIFT 15 PSF DETAILING REINFORCED CONCRETE STRUCTURES" (A.C.I. 315) AND THE C.R.S.I. 8. ALL GROUT SHALL HAVE A MAXIMUM AGGRETATE SIZE OF 3/8 INCH ROUND. "RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS", LATEST EDITION. 1. THE CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND DETAILS BEFORE 9. VERTICAL REINFORCING SHALL BE #5 BARS AT A MAXIMUM SPACING OF 24" O.C. FABRICATION OR CONSTRUCTION AND REPORT ANY DISCREPANCIES OR OMISSIONS IN 7. REINFORCEMENT SPLICES SHALL LAP A MINIMUM OF 40 BAR DIAMETERS OR 24 UNLESS OTHERWISE NOTED ON THE DRAWINGS. THE FIRST CELL AT CORNERS AND AT THE CONTRACT DOCUMENTS TO THE STRUCTURAL ENGINEER. INCHES MINIMUM UNLESS OTHERWISE NOTED. BAR SPLICES AT LOCATIONS OF HIGH ENDS OF WALLS SHALL BE REINFORCED WITH 245 VERTICAL BARS FULL HEIGHT. ALL STRESS ARE NOT PERMITTED. SPLICES SHALL BE APPROVED BY THE STRUCTURAL REINFORCED CELLS SHALL BE GROUTED SOLID. ALL REINFORCING SHALL BE IN PLACE 2. THE CONTRACTOR SHALL COORDINATE ALL LEAVE -OUTS, SLEEVES AND OTHER SLAB ENGINEER. PRIOR TO GROUTING PENETRATIONS BEFORE CONSTRUCTION. 8. PROVIDE SPACERS, CHAIRS, BOLSTERS, TIES AND OTHER ACCESSORIES 10. ALL SPLICES IN REINFORCING BARS SHALL LAP A MINIMUM OF FORTY (40) BAR 3. THE CONTRACTOR SHALL NOT PROCEED WITH FABRICATION OF STRUCTURAL CONFORMING TO THE REQUIREMENTS OF THE C.R.S.I. DIAMETERS. ELEMENTS WITHOUT PRIOR REVIEW OF ALL SHOP DRAWINGS BY THE STRUCTURAL ENGINEER. 9. NO CALCIUM CHLORIDE SHALL BE PERMITTED IN THE CONCRETE MIX. 11. HORIZONTAL REINFORCING SHALL BE HEAVY DUTY DUR-O-WALL (TRUSS TYPE) AT SIXTEEN (16) INCHES O.C. 4. THE STRUCTURAL ENGINEER'S REVIEW OF SHOP DRAWINGS AND OTHER SUBMITTALS 10. A MAXIMUM OF 20% FLY ASH MAY BE INCORPORATED IN THE MIX DESIGN. SHALL NOT RELIEVE THE CONTRACTOR FROM RESPONSIBILITY FOR DEVIATIONS FROM 12. ALL WALLS AND LINTELS SHALL BE TEMPORARILY BRACED/SHORED AS REQUIRED THE CONTRACT DOCUMENTS, NOR FROM ANY ERRORS IN THE SHOP DRAWINGS. UNTIL CONSTRUCTION IS COMPLETE. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TEMPORARY BRACING/SHORING. 5. CONTRACT DOCUMENTS: THE GENERAL CONTRACTOR SHALL OBTAIN ALL CONTRACT DOCUMENTS AND LATEST WOOD FRAMING: 13. ALL LOAD -BEARING CMU SHALL HAVE SPECIAL INPECTIONS PERFORMED BY A THIRD ADDENDA AND SUBMIT SUCH DOCUMENTS TO ALL SUBCONTRACTORS AND MATERIAL PARTY TESTING FACILITY. SUPPLIERS PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS, FABRICATION OF ANY 1. ALL ROOF JOISTS, FLOOR JOISTS. BEAMS HEADERS AND SILL PLATES SHALL HAVE STRUCTURAL MEMBERS, AND ERECTION IN THE FIELD. THE MINIMUM PROPERTIES OF SOUTHERN PINE #2, ALLOWABLE STRESSES PER THE NATIONAL DESIGN SPECIFICATION SUPPLEMENT 1997 EDITION, 15% MAX MOISTURE 6. RESPONSIBILITY OF THE CONTRACTOR FOR STABILITY OF THE STRUCTURE DURING CONTENT. CONSTRUCTION: STRUCTURAL STEEL: ALL STRUCTURAL ELEMENTS OF THE PROJECT HAVE BEEN DESIGNED BY THE 2• ALL 2X STUD FRAMING SHALL HAVE THE MINIMUM PROPERTIES OF SOUTHERN PINE STRUCTURAL ENGINEER TO RESIST THE REQUIRED CODE VERTICAL AND LATERAL STUD GRADE, ALLOWABLE STRESSES PER THE NATIONAL DESIGN SPECIFICATION 1. STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF FORCES THAT COULD OCCUR IN THE FINAL COMPLETED STRUCTURE ONLY. THE SUPPLEMENT 1997 EDITION, 19% MAX MOISTURE CONTENT. STEEL CONSTRUCTION "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND CONTRACTOR SHALL PROVIDE ALL REQUIRED BRACING AND SHORING DURING ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", (LATEST EDITION). CONSTRUCTION TO MAINTAIN THE STABILITY AND SAFETY OF ALL STRUCTURAL 3. GLUE LAMINATED WOOD SHALL MEET THE AITC SPECIFICATION FOR 24-V4 DOUGLAS ELEMENTS DURING THE CONSTRUCTION PROCESS UNTIL THE STABILITY -PROVIDING FIR (MINIMUM). 2. WIDE FLANGE SHAPES SHALL BE ASTM A992, GRADE 50. ALL OTHER MEMBERS AND SYSTEM IS COMPLETELY INSTALLED AND THE STRUCTURE IS COMPLETELY TIED MISCELLANEOUS SHAPES SHALL BE A36 UNLESS NOTED OTHERWISE. TOGETHER. 4. ALL DIMENSION LUMBER SHALL BE GRADE STAMPED PER W.C.L.B. RULES 3. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B. STRUCTURAL PIPES 7. CONFLICTS IN STRUCTURAL REQUIREMENTS: 5. SILL PLATES AND OTHER MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH SHALL CONFORM TO ASTM A53, GRADE B. WHERE CONFLICT EXISTS AMONG THE VARIOUS PARTS OF THE STRUCTURAL CONCRETE OR MASONRY SHALL BE PRESSURE TREATED FOR MOISTURE RESISTANCE. - ' CONTRACT DOCUMENTS, STRUCTURAL DRAWINGS, GENERAL NOTES, AND 4. WELDING SHALL BE PER THE LATEST AWS STANDARDS WITH SERIES E70XX SPECIFICATIONS, THE STRICTEST REQUIREMENTS, AS INDICATED BY THE ENGINEER, 6. PLYWOOD DECK AND SHEATHING'SHALL BE C-D, EXTERIOR GRADE. ELECTRODES. ALL WELDS IN FIELD TO BE DONE BY CERTIFIED WELDERS. SHALL GOVERN. 7. PLYWOOD ROOF SHEATHING SHALL BE ORIENTED WITH LONG DIMENSION 5. PROVIDE FILLET WELDS AT ALL CONTACT JOINTS BETWEEN STEEL MEMBERS 8. STABILITY AND BRACING OF MASONRY WALLS DURING CONSTRUCTION: PERPENDICULAR TO SUPPORTS. ATTACH PLYWOOD TO FRAMING WITH 10D NAILS AT SUFFICIENT TO DEVELOP THE ALLOWABLE TENSILE STRENGTH OF THE SMALLER THE CONTRACTOR SHALL ADEQUATELY BRACE AND SHORE ALL MASONRY WALLS AT 6" O.C. AT PANEL PERIMETER AND AT 12" O.C. AT INTERMEDIATE SUPPORTS. PROVIDE MEMBER AT THE JOINT UNLESS DETAILED OTHEWISE ON THE DRAWINGS. ALL STAGES OF CONSTRUCTION TO RESIST ERECTION LOADS AND LATERAL LOADS SOLID BLOCKING AT ALL PANEL EDGES. THAT COULD POSSIBLY BE APPLIED PRIOR TO COMPLETION OF CONSTRUCTION. 6. ALL WELDS TO EXISTING MEMBERS SHALL BE 3/16" FILLET WELDS ALL AROUND 8. SHEARWALL SHEATHING SHALL BE APPLIED DIRECTLY TO WALL FRAMING. REFER TO UNLESS NOTED OTHERWISE. 9. CONTRACTOR SUBSTITUTIONS: SHEAR WALL DETAILS AND SCHEDULES FOR NAILING REQUIREMENTS. PROVIDE SOLID MATERIALS OR PRODUCTS SUBMITTED FOR APPROVAL THAT DIFFER FROM THE BLOCKING AT ALL UNSUPPORTED PANEL EDGES. .7. BOLTS AND BOLTED CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF THE MATERIAL OR PRODUCTS SPECIFIED IN THE STRUCTURAL CONTRACT DOCUMENTS WILL "SPECIFICATIONS FOR STRUCTURAL JOINTS USING A.S.T.M. A325 BOLTS OR A490 BOLTS" BE APPROVED ONLY IF THE FOLLOWING CRITERIA ARE SATISFIED: 9. ALL DECK IS TO BE FABRICATED TO RUN CONTINUOUSLY OVER ALL OPENING. DO AS APPROVED BY THE RESEARCH COUNCIL ON RIVETED AND BOLTED JOINTS USING A. A COST SAVINGS TO THE OWNER IS DOCUMENTED AND SUBMITTED WITH REQUEST. NOT CUT OPENING IN DECK PRIOR TO PLACING OF EQUIPMENT. A325 BOLTS. B. THE MATERIAL OR PRODUCT COMPLIES WITH THE SAME ASTM SPECIFICATIONS 10. SHEATHING AT ALL PERIMETER WALLS SHALL BE %s" OSB U.N.O. 8. SHEAR CAPACITY OF CONNECTIONS (BOTH WELDED AND BOLTED) SHALL NOT BE 10. SITE OBSERVATION BY THE STRUCTURAL ENGINEER: LESS THAN THE NOTED SHEAR OR 55% OF THE ALLOWABLE BEAM LOAD AS TABULATED THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE 11. TONGUE AND GROOVE DECK SHALL BE "LOCK -DECK" AS MANUFACTURED BY IN THE A.I.S.C. MANUAL OF STEEL CONSTRUCTION, PART 2, FOR SIZE AND SPAN, FINISHED STRUCTURE, AND, EXCEPT WHERE SPECIFICALLY SHOWN, DO NOT INDICATE DISDERO. WHICHEVER IS LARGER. THE METHOD OR MEANS OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION 12. ALL "LOCK -DECK" SHALL HAVE THE MINIMUM PROPERTIES OF CEDAR. 9. UNLESS OTHERWISE NOTED; ALL STEEL SHALL BE SHOP PRIMED WITH FAST -CURING, MEANS, METHODS, PROCEDURES, TECHNIQUES AND SEQUENCE. LEAD AND CHROMATE -FREE, UNIVERSAL MODIFIED ALKYD PRIMER COMPLYING WITH THE ENGINEER SHALL NOT HAVE CONTROL NOR CHARGE OF, AND SHALL NOT BE 13. "LOCK -DECK" SHALL BE CONTINUOUS OVER A MINIMUM OF 2 SPANS AND SHALL BE PERFORMANCE REQUIREMENTS OF FS TT-P-664 SELECTED FOR GOOD RESISTANCE TO RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, OR INSTALLED ACCORDING TO THE MFR'S SPECIFICATIONS. NORMAL ATMOSPHERIC CORROSION. PROCEDURES, FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK, FOR THE ACTS OR OMISSION OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY 14. COORDINATE WITH SPECIFICATIONS FOR "LOCK -DECK" SPECIES, GRADE, PATTERN, 10. ALL STEEL AND BRICK LINTEL ANGLES EXPOSED TO THE ELEMENTS SHALL BF OTHER PERSONS PERFORMING ANY OF THE WORK IN ACCORDANCE WITH THE SURFACE TEXTURE, AND FINISH. GALVANIZED TO CONFORM WITH G-60. CONTRACT DOCUMENTS. PERIODIC SITE OBSERVATION BY FIELD REPRESENTATIVES OF TECH NISTRUCTURES, INC. IS SOLELY FOR THE PURPOSE OF DETERMINING IF THE 11. DO NOT PAINT STEEL THAT IS EMBEDDED IN CONCRETE. WORK OF THE CONTRACTOR PROCEEDS IN ACCORDANCE WITH THE STRUCTURAL CONTRACT DOCUMENTS. THIS LIMITED SITE OBSERVATION SHOULD NOT BE PREFABRICATED WOOD TRUSSES: CONSTRUED AS EXHAUSTIVE OR CONTINUOUS TO CHECK THE QUALITY OR QUANTITY OF THE WORK, BUT RATHER PERIODIC IN AN EFFORT TO GUARD THE OWNER AGAINST DEFECTS OR DEFICIENCIES IN THE WORK OF THE CONTRACTOR. 1. PREFABRICATED WOOD TRUSS OUTLINES ARE SHOWN. REFER TO ARCHITECTURAL DRAWINGS FOR ROOF SLOPES AND CONTROLLING ELEVATIONS. • 11. MAINTENANCE STATEMENT: PERIODIC MAINTENANCE IS REQUIRED TO ENSURE STRUCTURAL INTEGRITY FROM 2. TRUSSES SHALL BE DESIGNED TO CARRY THE FOLLOWING LOADS (U.O.N.): EXPOSURE TO ENVIRONMENT. A PLANNED PROGRAM OF MAINTENANCE SHALL INCLUDE, BUT IS NOT LIMITED TO, SUCH ITEMS AS, PAINTING OF STRUCTURAL STEEL, ROOF LIVE LOAD 20 PSF PROTECTIVE COATING FOR CONCRETE, SEALANTS, CAULKED JOINTS, EXPANSION FLOOR LIVE LOAD 40 PSF JOINTS, CONTROL JOINTS, SPALLS AND CRACKS IN CONCRETE. FLOOR LIVE LOAD (BALCONIES) 60 PSF FLOOR LIVE LOAD (CORRIDORS) 100 PSF 12. REPRODUCTION: TOP CHORD DEAD LOAD 10 PSF THE USE OF ELECTRONIC FILES OR REPRODUCTIONS OF THESE CONTRACT TOP CHORD DEAD LOAD (CORRIDORS) 35 PSF DOCUMENTS BY ANY CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR OR BOTTOM CHORD DEAD LOAD 5 PSF MATERIAL SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS SHALL NOT BE ROOF UPLIFT 10 PSF PERMITTED. SELF WEIGHT AND ANY APPLICABLE CONCENTRATED LOADS. TOTAL LOAD DEFLECTION SHALL BE LIMITED TO L/360. . 13. SHOP DRAWING REVIEW: CONTRACTOR SHALL REVIEW AND STAMP AND ALL SHOP DRAWINGS PRIOR TO 3. ALL TRUSSES SHALL HAVE TRIANGULATED PANELS. SUBMITTING THE DRAWINGS TO THE ARCHITECT/ENGINEER. CONTRACTOR SHALL ALLOW UP TO TEN (10) WORKING DAYS FROM THE DAY,THAT THE SHOP DRAWINGS ARE 4. ALL CONCENTRATED LOADS, INCLUDING REACTIONS, SHOULD OCCUR AT PANEL RECEIVED AT THE ENGINEER'S OFFICE FOR REVIEW AND RETURN OF THE SHOP POINTS. DRAWINGS. 5. THE MINIMUM TOP CHORD MEMBER SIZE AT ALL ROOF TRUSSES SHALL BE 2X6 FRAMING AND MINIMUM BOTTOM CHORD SHALL BE 2X4 FRAMING. FINAL DESIGN SHALL BE PER THE TRUSS MANUFACTURER. THE TRUSS MANUFACTURER SHALL PROVIDE ALL CONNECTIONS TO THE STRUCTURE, UNLESS NOTED OTHERWISE. ALL WOOD TO WOOD CONNECTORS SHALL BE BY SIMPSON STRONG -TIE CO. UNLESS NOTED OTHERWISE. 6. ALL TRUSSES SHALL HAVE HORIZONTAL RESTRAINT AT ONE END ONLY. FOUNDATION: 7. THE TRUSS MANUFACTURER SHALL SUBMIT BRACING LAYOUT FOR APPROVAL ALONG 1. THE FOUNDATION HAS BEEN DESIGNED IN ACCORDANCE WITH THE WITH TRUSS DESIGN. BRACING DESIGN SHALL BE BY SUPPLIER. RECOMMENDATIONS MADE IN GEOTECHNICAL REPORT #A1105006 PREPARED BY TERRACON, DATED JULY 22, 2011. THE CONTRACTOR SHALL INCORPORATE THE 8. FRAMING MATERIAL SHALL BE NO. 2 GRADE KD SOUTHERN YELLOW PINE OR DETAILS OF THIS REPORT INTO THE PROJECT. DOUGLAS FIR, MMG 19%. PROVIDE ALLOWABLE BENDING STRESS OF 1500 PSI WITH A MCDULUS OF ELASTICITY OF 1,700,000 PSI, AS DETERMINED BY AN APPROVED LUMBER 2. THE FOUNDATION SHALL BE SUPPORTED BY THE EXISTING SOIL AS SPECIFIED IN THE GRADING AGENCY. GEOTECHNICAL REPORT. THE ALLOWABLE BEARING PRESSURE FOR THE CONTINUOUS AND ISOLATED FOOTINGS IS 2000 PSF. 9. THE DESIGN AND FABRICATION OF ALL WOOD TRUSSES SHALL MEET THE FOLLOWING: 3. THE BUILDING PAD SHALL EXTEND FIVE FEET BEYOND THE BUILDING LINES. "NATIONAL DESIGN SPECIFICATIONS FOR STRESS GRADE LUMBER AND IT'S - 4. THE SITE SHALL BE STRIPPED A MINIMUM OF SIX INCHES TO REMOVE ALL BRUSH AND FASTENINGS", BY NATIONAL FOREST PRODUCTS ASSOCIATIONS'S LATEST REVISIONS. DEBRIS. "TIMBER CONSTRUCTION STANDARDS", BY AMERICAN INSTITUTE OF TIMBER 5. THE BUILDING PAD SHALL BE CUT AND FILLED AS NOTED IN SECTION "4.2 CONSTRUCTION, LATEST REVISIONS. EARTHWORK" OF THE GEOTECHNICAL REPORT. PROOF ROOL THE BUILDING PAD AS NOTED IN THE REPORT AND REPLACE ANY WEAK AREAS AS REQ'D. "DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES", BY TRUSS PLATE INSTITUTE, LATEST REVISIONS. 6. PROVIDE A 15 MIL VAPOR BARRIER BENEATH ALL BUILDING SLABS. VAPOR BARRIER SHALL CONFORM TO ASTM E 1745 CLASS A AND ASTM E 96 WITH A PERMEANCE RATING 10. THE WOOD TRUSSES SHALL BE CUSTOM DESIGNED TO FIT THE DIMENSIONS AND OF 0.01 PERMS OR LOWER. LOADS INDICATED ON THE PLANS. ALL DESIGNS SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES PER THE BUILDING CODE. COMPLETE DESIGN CALCULATIONS 7. ALL FILL REQUIRED SHALL BE SELECT FILL WITH PI BETWEEN 7 AND 15 WITH A LIQUID SHOWING INTERNAL LAYOUT, MEMBER FORCES AND CONNECTIONS ARE TO BE LIMIT BETWEEN 32 AND 38. THE FILL SHALL BE COMPACTED IN EIGHT INCH LIFTS AND AVAILABLE UPON REQUEST FOR EACH TRUSS DESIGN. THE DESIGN OF THE TRUSSES BE COMPACTED TO 95% STANDARD PROCTOR DENSITY. ALL FILL SHALL BE IN ARE REQUIRED TO BE UNDER THE SUPERVISION OF A REGISTERED ENGINEER AND ACCORDANCE WITH SECTION 4.2 "EARTHWORK" IN THE GEOTECHNICAL REPORT. SHALL BE SEALED BY SAID ENGINEER. 8. ALL FILL SHALL BE TESTED FOR COMPACTION. TEST SHALL BE PERFORMED WITH 11. SHOP DRAWINGS SHALL BE FURNISHED BY THE MANUFACTURER SHOWING ALL EVERY LIFT WITH ONE TEST PER 5000 SQUARE.FEET. CRITICAL DIMENSIONS FOR DETERMINING FIT AND PLACEMENT IN THE BUILDING AS WELL AS THE LOADS THE TRUSSES ARE DESIGNED TO SUPPORT. THESE DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION. 12. THE TRUSSES, IF STORED PRIOR TO ERECTION, SHALL BE STORED IN A VERTICAL POSITION AND PROTECTED FROM THE WEATHER. THEY SHALL BE HANDLED WITH CARE SO THEY ARE NOT DAMAGED. 13. THE TRUSSES ARE TO BE ERECTED AND INSTALLED IN ACCORDANCE WITH THE PLANS, THE APPROVED TRUSS DRAWINGS AND INSTALLATION SUGGESTIONS. TEMPORARY CONSTRUCTION LOADS WHICH CAUSE MEMBER STRESSES BEYOND DESIGN LIMITS ARE NOT PERMITTED. ERECTION BRACING IN ADDITION TO SPECIFIED BRIDGING IS TO BE PROVIDED TO KEEP THE TRUSS STRAIGHT AND PLUMB AS REQUIRED TO ASSURE ADEQUATE LATERAL SUPPORT FOR THE INDIVIDUAL TRUSS AND THE ENTIRE SYSTEM UNTIL THE SHEATHING MATERIAL HAS BEEN APPLIED. 14. THE CONTRACTOR SHALL GIVE NOTIFICATION PRIOR TO ENCLOSING THE TRUSSES TO PROVIDE OPPORTUNITY FOR OBSERVATION OF INSTALLATION. POST -TENSION SLAB -ON -GRADE GENERAL NOTES: DESIGN 1. FOUNDATIONS SHOWN ON THESE DRAWINGS HAVE BEEN DESIGNED USING ACCEPTED ENGINEERING PRACTICES. 2. THIS DESIGN DOES NOT ALLOW FOR IMPROPER DRAINAGE, TREES LOCATED TOO CLOSE TO THE FOUNDATION OR IMPROPER MAINTENANCE. 3. ALL TENDONS ARE 270 K 7 STRAND CABLE, Y" DIAMETER. ALL SLABS ARE 4" THICK LINO, WITH PORTLAND CEMENT; 5Y SACK (MIN.) MIX; 3000 PSI AT 28 DAYS; PT COMPRESSION = 125 PSI (MIN.); WATER/CEMENT RATIO = .52 (MAX.) (PROVIDE CORNER BARS AT ALL EXTERIOR CORNERS AND INTERSECTIONS.) 4. THE FOUNDATION HAS BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS MADE IN GEOTECHNICAL REPORT #A1105006 PREPARED BY TERRACON, DATED FEBRUARY 16, 2010. THE CONTRACTOR SHALL INCORPORATE THE DETAILS OF THIS REPORT INTO THE PROJECT. COORDINATION 1. BUILDING CONTRACTOR MUST VERIFY ALL DROPS, OFF -SETS, BRICK LEDGES AND BLOCKOUTS ON ARCHITECTURAL PLANS AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES THAT MAY EXIST ON THESE PLANS. 2. BUILDING CONTRACTOR MUST COORDINATE STRUCTURAL PLANS WITH THE ARCHITECTURAL AND M.E.P. PLANS FOR ALL OPENS, INSERTS AND OTHER RELATED ITEMS REQUIRED TO COMPLETE THE FOUNDATION. MATERIAL 1. CONCRETE IN FOUNDATION BEAMS AND SLABS MUST ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AT THE TIME OF STRESSING. CONCRETE DESIGN MIX AND CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE A.C.I. BUILDING CODE REQUIREMENTS (ACI 318 AND ACI 301 LATEST EDITION) TO INSURE QUALITY CONCRETE. 2. PRESTRESSING STRAND SHALL BE 7 - WIRE, UNCOATED GRADE 270K, STRESS RELIEVED OR LOW RELAXATION STEEL WITH CORROSION PREVENTATIVE LUBRICANT AND WRAPPED WITH PLASTIC SHEATHING, ALL CONFORMING TO ASTM A416. END ANCHORAGE DEVICES WILL CONFORM TO P.T.I. DESIGN SPECIFICATIONS. ALL DEAD END ANCHORAGE MUST BE FACTORY SEATED OR POWER SEATED. 3. REFER TO GENERAL NOTES SECTION "STRUCTURAL CONCRETE" FOR ADDITIONAL INFORMATION. CONSTRUCTION 1. BEAM DIMENSIONS ARE THE MINIMUM SIZE REQUIRED AND MAY NOT BE REDUCED OR ENLARGED WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. 2. PREPARE SOIL UNDER SLABS IN COMPLIANCE WITH SOIL REPORT SITE PREPARATION RECOMMENDATIONS. PROVIDE CERTIFICATION OF COMPLIANCE UPON REQUEST. 3. CONCRETE SHALL BE WELL CONSOLIDATED, PARTICULARLY IN THE VICINITY OF THE TENDON ANCHORAGE. 4. PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY FLOATING AND TROWELING OPERATIONS UNTIL CONCRETE HAS LOST SURFACE, WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON THE SLAB SURFACE. FINISHING OF SLAB SURFACES SHALL COMPLY WITH THE RECOMMENDATIONS OF ACI 302.1 AND 304. 5. SUPPORT TENDONS AND BARS SECURELY TO PREVENT BOTH VERTICAL AND HORIZONTAL MOVEMENT DURING PLACEMENT OF CONCRETE. 6. ALLOW 8" DIAMETER, CENTERED ON TENDON AXIS, BY 36" LENGTH FOR STRESSING EQUIPMENT CLEARANCE. 7. IF TENDON SHEATHING IS DAMAGED FOR 5" OR MORE IT MUST BE RESHEATHED TO PREVENT CONCRETE FROM BONDING TO THE CABLE. 8. THERE WILL BE NO PLUMBING LINES RUNNING PARALLEL TO AND WITHIN OR UNDER ANY FOUNDATION BEAM. PLUMBING MAY CROSS A FOUNDATION BEAM OR RUN PARALLEL TO A FOUNDATION BEAM AT 5-0" (MIN.) FROM CENTERLINE OF THE BEAM. 9. PROVIDE 7 DAY CURING OF SLAB IMMEDIATELY AFTER FINISHING USING ONE OF THE FOLLOWING METHODS: A. CONTINUOUSLY WATERED BURLAP B. WATERPROOF MEMBRANES C. SPRAYED -ON LIQUID MEMBRANE 10. PROTECT THE CONCRETE SURFACE BETWEEN FINISHING OPERATIONS ON HOT, DRY DAYS OR ANY OTHER TIME THAT PLASTIC SHRINKAGE CRACKS COULD DEVELOP BY USING WET BURLAP, PLASTIC MEMBRANE OR FOGGING. PROTECT CONCRETE SLAB AT ALL TIMES FROM RAIN, HAIL OR OTHER INJURIOUS EFFECTS. 11. AN INDEPENDENT CERTIFIED TESTING LABORATORY SHALL VERIFY AND PROVIDE REPORTS CERTIFYING THE FOLLOWING: A. CONCRETE PLANT BATCH TICKETS FOR EACH TRUCK VERIFY THAT THE CONCRETE MATCHES THE APPROVED DESIGN MIX. B. CONCRETE SLUMP IS IN ACCORDANCE WITH APPROVED DESIGN MIX. C. CONCRETE PLACEMENT OPERATIONS ARE IN ACCORDANCE WITH ACI SPECIFICATIONS. D. PROPER CURING METHODS ARE BEING UTILIZED. 12. NO CONCRETE SHALL BE PLACED OUTSIDE OF THESE SPECIFICATIONS WITHOUT THE OWNER'S PRIOR APPROVAL. ANY ITEMS NOT IN COMPLIANCE WITH THE OUTLINED SPECIFICATION SHALL BE REPORTED TO THE OWNER AND STRUCTURAL ENGINEER WITHIN 24 HOURS. QUALIFICATION POST. TENSION CONTRACTOR WILL, UPON REQUEST, FURNISH THE FOLLOWING: 1. LABORATORY TEST ON ANCHORAGE SYSTEM. 2. LATEST CALIBRATION DATE OF EQUIPMENT USED. 3. LABORATORY TEST COEFFICIENT OF FRICTION ON STRANDS. 4. MIL TEST CERTIFICATION ON STRANDS. STRESSING 1. Y" DIAMETER TENDONS SHALL BE ANCHORED AT 28.9K PER TENDON, BUT MAY BE INITIALLY STRESSED AT 33.OK PER TENDON. 2. TO REDUCE OR ELIMINATE POSSIBLE SHRINKAGE CRACKS, EACH TENDON SHOULD BE STRESSED TO ABOUT 11 KIPS 16 HOURS AFTER CONCRETE PLACEMENT OR AT APPROXIMATELY 1000 PSI CONCRETE STRENGTH. LONG AND NARROW SLABS CAN BE DONE AS RECOMMENDED IN THE ABOVE SPECIFICATIONS. 3. ELONGATION REPORT MUST BE PROVIDED BY A QUALIFIED ENGINEERING FIRM, OR OTHERS APPROVED BY TECH NISTRUCTURES, INC. REPORT MUST SHOW BUILDING SHAPE, TENDON LOCATION AND NUMBER, AND ACTUAL LENGTH OF ELONGATION. SPECIAL NOTES 1. EXTERIOR BEAMS ARE TO EXTEND 18" (MIN.) INTO UNDISTURBED SOIL. 2. DO NOT SCALE THESE PLANS. 3. POST -TENSION TERMS USED: A. CAL LE OR STRAND: STEEL WIRE ROPE WITHOUT COATING OR ATTACHMENTS. B. TENDON: COMPLETE ASSEMBLY OF ALL MATERIAL TO BE PUT IN TENSION PER ASTM-A416. EG #1 TECHNI STRUCTURES,INC. STRUCTURAL ENOINEERINGI CONSULTANTS 5220 McKinney Avenue Suite 300 Dallas, Texas 7S205 214/S28472S (FA3) 214/S28-2163 KEITH E. LESLIE - ENGINEER REGISTRATION NO.35413 DATE: JOB: SCALE: 08.01.11 2011-128 SHEET NO. no GENERAL NOTES COPYRIGHT©2010 OBRIEN THESE DRAWINGS, OR PARTS THEREOF, MAY NOT BE REPRODUCED IN ANY FORM, BY ANY ' METHOD, FOR ANY PURPOSE, WITHOUT PRIOR WRITTEN CONSENT FROM O'BRIEN NAILING SCHEDULE CONNECTION TYPE FASTENING LOCATION JOIST TO SILL OR GIRDER 3- 8d COMMON (2l NO.1311 TOENAIL 3- 300.1310 NAILS BRIDGING TO JOIST 2- 8d COMMON (2�NO.131') TOENAIL EA END 2- 3NO.131" NAILS 1 x6 SUBFLOOR OR LESS TO EACH JOIST 2- 8d COMMON (ZXNO.1311 FACE NAIL WIDER THAN 1 x6 SUBFLOOR TO EACH JOIST 3- 8d COMMON (2Y2NO.131 ") FACE NAIL 2" SUBFLOOR TO JOIST OR GIRDER 2- 16d COMMON (3VZ"xO.1621 BLIND AND FACE NAIL SOLE PLATE TO JOIST OR BLOCKING 16d (,V2"xO.135") AT 16" OC TYPICAL FACE NAIL 3"xO.131" NAILS AT 8" OC SOLE PLATE TO JOIST OR BLOCKING AT BRACED 3- 16d (,Vj"xO.135j AT 16" OC BRACED WALL PANEL WALL PANEL 4- 3"xO.131" NAILS AT 16" OC TOP PLATE TO STUD 2- 16d COMMON (3fi"x0.162') END NAIL 3- 3"xO.131" NAILS STUD TO SOLE PLATE 4- 8d COMMON (2NNO.1311 TOE NAIL 4- 3"xO.131" NAILS 2- 16d COMMON (3h"xO.162') END NAIL 3- 3"xO.131" NAILS DOUBLE STUDS 16d (3V 4.1351 AT 24" OC FACE NAIL 3"xO.131" NAILS AT 8" OC DOUBLE TOP PLATES 16d (312"0.1351 AT 16" OC TYPICAL FACE NAIL 3"xO.131" NAILS AT 12` OC DOUBLE TOP PLATES 8- 16d COMMON (,%N0.1621 LAP SPLICE 12- 3"xO.131" NAILS BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE 3- 8d COMMON (ZXNO.1311 TOE NAIL 3- 3"xO.131" NAILS RIM JOIST TO TOP PLATE 8d (7Xz"0.131 ") AT 6" OC, TOE NAIL 3"xO.131 ` NAIL AT 6` OC TOP PLATES, LAPS AND INTERSECTIONS 2- 16d COMMON (3"x0.162') FACE NAIL 3- 3"xO.131" NAILS CONTINUOUS HEADER, TWO PIECES ? 16d COMMON (3ViNO.1621 16" OC ALONG EDGE CEILING JOISTS TO PLATE 3- 8d COMMON (21 NO.1311 TOE NAIL 5- 3`xO.131 ` NAILS CONTINUOUS HEADER TO STUD 4- 8d COMMON (2%"xO.131') TOE NAIL CEILING JOISTS, LAPS OVER PARTITIONS 3- 16d COMMON (,V2-4.1621 FACE NAIL 4- 3"xO.131" NAILS CEILING JOISTS TO PARALLEL RAFTERS 3- 16d COMMON (3 "xO.1621 FACE NAIL 4- 3"xO.131" NAILS RAFTER TO PLATE 3- 8d COMMON (2�00.131') TOE NAIL 3- 3"xO.131" NAILS 1" DIAGONAL BRACE TO EACH STUD AND PLATE 2- 8d COMMON (2N2"x0.1311 FACE NAIL 1 2- 3`xO.131" NAILS 1 "x8" SHEATHING TO EACH BEARING 3- 8d COMMON (2T W.1311 FACE NAIL WIDER THAN 1 "x8" SHEATHING TO EACH BEARING 3- 8d COMMON (2k"xO.131') FACE NAIL BUILT-UP CORNER STUDS 16d COMMON. (3VZ"xO.162") 24" OC 3- 3"xO.131" NAILS BUILT-UP GIRDER AND BEAMS 20d COMMON (4"0.1921 AT 32" OC FACE NAIL AT TOP AND BOTTOM 3"xO.131" NAIL AT 24" OC STAGGERED ON OPPOSITE SIDES 2- 20d COMMON (4NO.1921 FACE NAIL AT ENDS AND 3- 3"xO.131" NAILS AT EACH SPLICE 2" PLANKS 16d COMMON (,W4.1621 AT EACH BEARING COLLAR TIE TO RAFTER 3- 10d COMMON (YkNO.1481 FACE NAIL 4- 3"xO.131" NAILS JACK RAFTER TO HIP 3- 10d COMMON (3`0.1481 TOE NAIL 4- 3NO.131" NAILS 2- 16d COMMON (Y2*xO.162') FACE NAIL 3- 3"xO.131" NAILS ROOF RAFTER TO 2x RIDGE BEAM 2- 16d COMMON (3"xO.1621 TOE NAIL 3- 3NO.131" NAILS 2- 16d COMMON (,%-xO.1621 FACE NAIL 3- 3NO.131" NAILS JOIST TO BAND JOIST 3- 16d COMMON (,%"xO.162') FACE NAIL 4- 3"xO.131" NAILS LEDGER STRIP 3- 16d COMMON (YkNO.1621 FACE NAIL 4- 300.131" NAILS WOOD STRUCTURAL PANELS AND PARTICLEBOARD AND LESS 8d (2XNO.131 ") NAILS SPACED AT 6" OC AT EDGES SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) 2)fi"x0:1130 NAIL 12" AT INTERMEDIATE SUPPORTS 1y32• TO'y4w 8d (2XNO.131") WHERE SPANS ARE 48" OR MORE 2%"xO.113" NAIL %" TO 1" 8d (.131") SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYME 1}6" TO 1Y` 10d (3"3NOx0.148') TO FRAMING 8d (21 NO.131 ") DS Y4" AND LESS 6d ,(2"xO.1131 DS %" TO in 8d (2J NO.131 ") DS 1)6$0 TO 1Y" 10d (3NO.1481 8d (2NNO.131 ") DS PANEL SIDING (TO FRAMING) Xz" OR LESS 6d (2"xO.1131 %" 8d. (Z�NO.131 ") FIBERBOARD SHEATHING 6d COMMON NAIL (2"xO.1131 2%2" 8d COMMON NAIL (Z�W.131' INTERIOR PANELING %" 6d (2"xO.1131 PANEL SUPPORTS AT 24`. CASING OR FINISH NAILS SPACED AT 6" ON PANEL EDGES, 12" AT INTERMEDIATE SUPPORTS. 1. ALL NAILS TO BE COMMON WIRE NAILS, LINO. 2. DS INDICATES DEFORMED SHANK. )ER; SEE IS FOR SIZE CRIPPLE )S, TYP AT 12" OC 2x WINDOW SILL 16d EA END SHEAR KEY = r� PLAN ADD'L 3 STIRRUPS EA SIDE ELEVATION TYPICAL GRADE BEAM 06 CONSTRUCTION JT DETAIL PROVIDE SIMPSON STRAP TIE 0 EACH END OF SHEAR WALL (SEE SHEAR WALL DETAIL) nr. e•i irAn uiAI I nrrul LSHEAR WALL i VERT 4 03 TYPICAL DETAIL AT PILASTER. MASONRY LINTEL SCHED CLEAR SPAN LINTEL LENGTH LINTEL HEIGHT REINF FOR CONC BLOCK BOND BEAM 6" WIDE 8` WIDE 12` WIDE 4'-0" 5-4 7%" 2- #4 2- #4 2- #4 - 6'-011 7'-4" 7%" 2- #5 2-15 2- 15 9'-4" 11%" 2- #5 2- 15 F 2- 16 ANCHOR BOLTS FOR LIGHT POLE BY OTHERS 0 I 00 cn NOTE: ALL CORNER BARS TO BE SAME SIZE AND SPACING z AS HORIZONTAL REINFORCEMENT � o I CV 0!: 0 0 M 3 m S TIES 30 BAR DIAMETERS 2'-0" MIN OR PAVEMENT z o= NOTE: ALL CORNER BARS TO N BE SAME SIZE AND SPACING o AS HORIZONTAL REINFORCEMENT IENFORCEMENT: o .RTICAL 3 m 30 BAR DIAMETERS 30 BAR DIAMETERS 70, 0 12" OC 2'-0" MIN 2'-0" MIN 02 TYPICAL CORNER BAR DETAILS - PROVIDE 3 TIES AT BOTTOM 01 TYP LIGHT POLE DETAIL SCALE: 3/4"=1'-0" (2) 16d FOR 6" DEEP HEADER ADD (1) 16d FOR EA ADD'L 2" OF DEPTH SIMPSON LCE4 (TYP) (CONTRACTOR OPTION) 2x KING STUD EA SIDE OF OPENING (2) 2x KING STUD WHERE OPENING IS LARGER THAN 8'-0' w 0 w N z 3- #5 VERT z 0 �' z �- 3- 14 N U a IL w CL PLACE 15 MIL VAPOR BARRIER OVER 2" COMPACTED SAND 04 TYP POST -TENSION SLAB DETAIL 2- #5 VERT 3- #4 1'-0" 10" 10 5" 5" 6R 6R 11¢" TYP �- R �n o o R R HSS4"x4" HSS6"x6" PL-"x10"x10" PL-"x12"x1'-O" 4- %"0 A.B. 4- Y4"0 A.B. 05 TYP BASE PLATE DETAIL SCALE: 3/4"=1'-0" 16- 16d NAILS 2 ROWS EA STUD � I 08 TOP PLATE SPLICE DETAIL SCALE: 3/4"=1'-O" 1- #5 VERT IN CELL U FILL CELL W/ 3000 PSI CONCRETE GROUT.-19 PROVIDE STANDARD i BOND PIPE PER MEP DOUBLE TOP PLATE OPENING I-0 M 0 ACI HOOK INTO BOND BEAM, TYPICAL. I _. II 1-15 VERT IN CELL PROVIDE 15 DOWELS FILL CELL W/ 3000 FACE OF CMU x 4'-0" LONG WITH I I PSI CONCRETE GROUT. WALL OPENING 2'-0" EMBEDMENT SIMPSON RPS22 PROVIDE STANDARD INTO CONCRETE WALL NOTE: ACI HOOK INTO BOND OR BEAM, TYPICAL BEAM, TYPICAL PIPE PENETRATION SHALL BE AT LEAST EXTERIOR WALL CONDITION S-0" AWAY FROM TOP PLATE SPLICE LOCATIONS 07 MASONRY LINTEL SCHED & WALL REINF 09 TOP PLATE STRAP AT PIPE PENETRATION SCALE: 3/4"=1'-O" 2x STUDS AT 16" OC (RE: ARCH FOR SIZE) P-T SLAB 2- 16d NAILS RE: PLAN AT 32" OC PARTITION WALL FOUNDATION • TOUNGE--& GROOVE 12 SOLE PLATE CONNX YWOOD FLOOR DECK, TYP SCALE: 3/4"=1'-0" 4NG-NAIL" TRUSS AS NOTED 2x STUD WALL 2x STUD WALL N4" TOUNGE & GROOVE RE: ARCH Y4" TOUNGE & GROOVE RE: ARCH PLYWOOD FLOOR DECK, TYP PLYWOOD FLOOR DECK, TYP 1" GYPCRETE 2- 16d NAILS 1" GYPCRETE 2- 16d NAILS EACH BLOCKING` PER TRUSS 2x4 DIAGONAL BLOCKING OVER ACOUSTI-MAT OVER ACOUSTI-MAT BETWEEN TRUSSES BELOW SHEAR WALLS ti , \\A4, 2x BLOCKING AT 32` OC TRUSSES PARALLEL TO SHEAR WALLS I. LOCATE ENDWALL TRUSS AT CL OF SHEAR WALLS 2. PROVIDE 2x BLOCKING AT ALL PANEL EDGES FLR TRUSSES 0 24" OC 2x STUD WALL 2x STUD WALL RE: ARCH RE: ARCH SIMPSON STC SIMPSON STC AT EACH BLOCKING AT EACH TRUSS 10 TYP STUD WALL OPENING 11 FLOOR TRUSS AT SHEAR WALL 13 PARTITION WALL DETAIL 14 PARTITION WALL DETAIL SCALE: 3/4"=1'-O" SCALE: 3/4"=1'-O" SCALE: 3/4"=1'-O" SCALE: 3/4"=1'-O" TECHNI STRUCTURES,INC. k STRUCTURAL ENGINEERING CONSULTANTS j` 5220 McKinney Avenue Suite 300 Da11as6 Texas 7520S 214/S28.172S (FAR) 214/529.2163 TR REG #F2998 i • B R I E N I 5310 HARVEST HILL RD. SUITE 136 DALLAS, TEXAS 75230 972 . 788 . 1010 vwwv.obrienarch.com I� OF 0,.!; ......... KEITH E. LESLIE 35413 . ; 41wo CIII\` 81� 12 CEITH E. LESLIE - ENGINEER REGISTRATION NO.35413 DATE: JOB: SCALE: )8.01.11 2011-128 SHEET NO. M02 TYPICAL DETAILS )PYRIGHT 0010 OBRIEN THESE DRAWINGS, OR PARTS °REOF, MAY NOT BE REPRODUCED IN ANY FORM, BY ANY IETHOD, FOR ANY PURPOSE, WITHOUT PRIOR WRITTEN CONSENT FROM O'BRIEN • C CC 97r'r-0" OI FOUNDATION PLAN HEADER SCHED TYPE MEMBER H-1 3- 2x10 H-2 3- 2x6 H-3 3- 2x8 H-4 *12 GLU-LAM H-5 6x12 0 o O o chN Cn (n to Ail ^o Q c',t _. _ ® ` • �_NNc`= ni :"wIII, III 1177YyIII " 1III ,-_—IIII �j-I3II III II I HII II - I1II III �II+-II 6�x=1SII I s� 0II II I II II II I p+III �l0 Q���' II iI II II III IIi+�1, O1III --iI-'6-_+-- ��II II -- III II ^AO 100 III ;II QIII 'tII�o0 yro .o0,III� , `> -III - � --0 0 0 N 42 ch En (ii n 0 0 0 o CD N N -2 H1 -2 1H-2 H 2 H 1 -2 H-2 H1 H H H-2 H-H-2 H-2 i "2 � 21II III I1 ; ; II1I- - " H -IIII L= 2 -2 H-2 � � Lo III I I � O,;; 8"DEAUSIS2s H 02/S4.01 ® 3 W ch 11 02/S4.01 Nrl No o'-0 15' 015 015 0�5' 0-0 SH E03 1.?"2 H 2H 04/55.02 -J-1 U DEEP TRUSS 17Y DEEP TRUSS 17Y" DEEP TRUSS 17Y" DEEP TRUSS DEEP TRUSS 17%, DEP TRUSDEEP DEEP TRUSS 1YDPTUSS 17DEEP TRUSS 1Y" DEEP TRUSS 1H1 " 17Y" Y" Y" w1"DEEP TRUSS 17Y" DEEP TRUSSix S� V. 4 � S DEEP TRUSS 17Y EEP TRUSS ciDEEP TRUSS L DEEP TRUSS DEEP TRUSS DEEP TRUSS w DEEP TRUSS TRUSw DEEP TRS 1YDEE1V DEEP TDEEP TDEEP TRUSS vEEP Ty cYDEEP TRUS � P TRUSSNU.j 'D 17Y" DEEP TRUSS DEEP DE --TRUSS 17Y" DEEP TRUSS 17Y EEP TRUSS DEEP TRUSS 17Y DEEP TRUSS Y DEEP TRUSS 17Y" DEEP TRUSS 17Y" DEEP TRUSS 17Y" DEEP TRUSS 17Y" DEEP TRUSS17Y" DEEP TRUSS 17Y» TRUSS 17Y DETA 17Y" DEEP TRUSS 17Y17Y 17 H-5 H-2 H-. 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BUILDING TYPE VI PLANS COPYRIGHT ©Colo OBRIEN THESE DRAWINGS, OR PARTS THEREOF, MAY NOT BE REPRODUCED IN ANY FORM, BY ANY METHOD, FOR ANY PURPOSE, WITHOUT PRIOR WRITTEN CONSENT FROM O'BRIEN 01 FOUNDATION PLAN SCALE: 1 /8" = V-0" BLDG 18-20 Cn N N HOST r- QO�� HOST ^oAOSJ 4 2 _ 0 4 2 0 0 4 2 0 N fn to En Cn (n 0 0 0 0 0 0 H-2 H 2 H 1 H-2' H 1 H 2 H-2 H 2 H 1 H-2 H-2 H-2 ' FF H- H-2 H-2 H-2 ¥ H-2 o I I 1 ti I I I I I I I I I I I I I I I I I N I I I I I I I I I I I I I I I I I I I I I I I pJ I i i I I� I I I I I Ix� I I I I' I I I I I I I 1 1 1` I I I I I I I lay I I I I I I I i 4 I I I I I o lil $ I 02/S4.01 j 14 11, ( p I CD 3 l i I tj0 S4 01 1 D EP USES ® 4 1 w 1213 02/S4.01 = I I I I I I I I'I-�Im I� I I I _ N o cn �I I I I I I I I I' I I_ I I I I I I I II H-2 I I I I I `n II I I I I= I I I I I I I I I= I I I I I I I I I I I I I I di II. I — I H-2 EAI o x� rn N s N � o �, yl I ( I I ." 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BUILDING TYPE VII PLANS COPYRIGHT 02010 OBRIEN THESE DRAWINGS, OR PARTS THEREOF, MAY NOT BE REPRODUCED IN ANY FORM, BY ANY METHOD, FOR ANY PURPOSE, WITHOUT PRIOR WRITTEN CONSENT FROM O'BRIEN 1 2 3 4 1 2 3 4 113'-5" 113'-5" 12'-6" 88'-5" 12'-6" 12'-6" 88'-5" 12'-6" 10 J 12'-11" 14'-8" 21'-5" 14'-8" 24'-9" f w O O 6 4EQSP 4EQSP 4EQSPq 7EQSP o 4EQSP 6EQSP 4EQSP N N I. 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I L01✓A CTI I I ( I I I I I I of I I I I o I I I I I I I I' IFOfj LOQATIQN D CT o I I I I I I I I COORD FF EL W/ GRADING PLAN I I I I o I I I I Cn o 0 o I I I I I I IPEgETR{1 oys I I I I I I I I cZA I I I I cif I 8p DIJEP tRUJSESI @ W bC I I I I I I I IPENfETMTIONS is o w I I I I I I I I I I I I I I I I I I I I I I I � W � L - - J L--- -1 L-------I L---j L----J 1------1 L- __j L---j L-- - - - -- � J n a 3 I 3 I i �33 TENDONS 0 / 1 L _ - I 1 1• I I I I I -- -- I I I I I I) I _ _ J 02/S4.01 E I IIi It LI II II II H- I I I I i I I I I I I I I I I I I I i I -2 II II II 00 o II II II Co _ E It II I I I I I I I II I I II W 00 I I Lo J __-I L___J L___,-I L_ -- _ J -- J N Co "' "' H 2 I H- H 2 H 1 H 1 H 1 2 F " F -2 H 2 14' 15�Co O I _ o I I I o c2 o iIn C3 _j En ;� �i d o 412 4x 2 ri i NOTE: w o INTERIOR SHEARWALLS/SHEATHING o �o+� �o+�O ,� 4 12 1 -6w 1 -6 N SHALL EXTEND TO BOTTOM OF DECK. �ci �`' OS, lYP TYP SON CB66 POST BASE Q o Q o � TYPICAL 14: 410 11'-6 � - A ■ ■ ■ . - w o N RE: 05/S5.02 0 FRAMING PLAN NOTES: � ' 12 -6 24 -9 38 -11 24 -9 12 -6 1. T.O. PLATE ELEVATION=109'-1" (UNLESS OTHERWISED NOTED). o 2. PROVIDE SOLID BLOCKING AT MID -HEIGHT OF ALL STUDS. - FOUNDATION PLAN NOTES: BUILDING TYPE VIII ' A 3. ALL PERIMETER AND INTERIOR CORRIDOR WALLS SHALL BE 2x6 STUDS AT 16" ON CENTER. ALL OTHER BUILDING TYPE VIII ' A 1. ELEVATIONS GIVEN ARE BASED ON FINISHED FLOOR=100'-0" WALL SHALL BE 2x STUDS AT 16" ON CENTER. REFER TO ARCHITECTURAL DRAWINGS FOR WALL TYPES. 2. VERIFY ALL DOOR OPENING LOCATIONS WITH ARCHITECTURAL PLANS 01 POST -TENSION FOUNDATION PLAN 4. PROVIDE STUD PACKS AS NOTED ON PLANS TO SUPPORT POINT LOADS. STUD PACKS SHALL EXTEND THE 02 2nd FLOOR FRAMING PLAN SCALE: 1/8"=1'-O" FULL HEIGHT OF THE FRAMING DOWN TO THE FOUNDATION. SCALE: 1/8"=1'-O" 12'-6" 0 o W I or o) ' 3 N �l U 00 I A0� O 3 113'-5" 88'-5" 12'-6" 005 INTERIOR SHALL EXTEND TO BOTTOM OF I DECK.+QO o+Qo`� 'OOP s o 'OOs� FRAMING PLAN NOTES: o 0 1. T.O. PLATE ELEVATION=119'-8%" (UNLESS OTHERWISED NOTED). BUILDING TYPE VIII - A 2. PROVIDE SOLID BLOCKING AT MID -HEIGHT OF ALL STUDS. 3. ALL PERIMETER AND INTERIOR CORRIDOR WALLS SHALL BE 2x6 STUDS AT 16" ON CENTER. ALL OTHER 03 3rd FLOOR FRAMING PLAN WALL SHALL BE 2x STUDS AT 16 ON CENTER. REFER TO ARCHITECTURAL DRAWINGS FOR WALL TYPES. SCALE: 1 /8"=1'-0" 4, PROVIDE STUD PACKS AS NOTED ON PLANS TO SUPPORT POINT LOADS. STUD PACKS SHALL EXTEND THE FULL HEIGHT OF THE FRAMING DOWN TO THE FOUNDATION. 5. TRUSS MANUFACTURER SHALL COORDINATE REQUIRED MECHANICAL OPENINGS THROUGH TRUSSES. 4 00 �n 1 HEADER SCHED TYPE MEMBER H-1 3- 2x10 H-2 3- 2x6 H-3 3- 2x8 H-4 5�x12 GLU-LAM H-5 6x12 �n 1 HEADER SCHED TYPE MEMBER H-1 3- 2x10 H-2 3- 2x6 H-3 3- 2x8 H-4 5�x12 GLU-LAM H-5 6x12 5. TRUSS MANUFACTURER SHALL COORDINATE REQUIRED MECHANICAL OPENINGS THROUGH TRUSSES. ni n n M 113'-5" 12'-6" 88'-5" 12'-6" 0 0 02/S4.01 `'-' 01 /S5.01 I tax, o T- i T 1 3 -3 4" I*js 01/S5.01 5 ®�'�� ; 1 Ili f ® 4" OC i i 2 " C OC (1 v,'� �, 0 0 � I-- '�--I I I I I I I I I I I I I I I I I I I II I I �I ! I � I 1 of �' �' _-- I I I •. I I I I I I I I I. I I I I I I I I I I I I I I I-' I I I I I I I.• I i t �- r' Ira, Lo _. N A I p 1 -2 H- W /S106.,: r C ' S R : /S .03 H 2 0 � O Lo Lo 0 N O O O I I F-- F `n ~ HI ~ �� N I I I �+ I I I I �� I I I I I I I I I I I I I I I I I I I 14I I I I I I I I I N I o o x ®- 14 I.4 TL4 1) 2 w OIC I I I�/ i I I I I I I I I I I I I I I I I �I %j I I TL4 2' OC I I ® x o Lo T- 10 24 OC D H 3 S R: di/S1.04 02/S4.01 - - ! -2 j - - II Q N - �S C�%- Is `b�CD F im o o o, o, o, i I I C 0 I T- it T 1 T-3 -2 I l �� _ N tip` i ® 4` JOC 2 " C 4" OC i ®¢• 01/S5.01 01 /S5.01 H 2 I I I I I I I I 1--I t l �, I I I I I I I I I I I I I I I I I I I -2 I. I J. "00 ' "' H 2 -2 H H 1 J[2 J-1 -2 H- H 2 "' F I.. . o o Lo I o o 2 6 NOTE: 2 " 0 INTERIOR SHEARWALLS/SHEATHING o Ila 11) SHALL EXTEND TO BOTTOM OF DECK. 4 2 RE: 05/S2.07 FRAMING PLAN NOTES: TYP Q�S 1. T.O. PLATE ELEVATION=130'�" (UNLESS OTHERWISED NOTED). to N N 2. PROVIDE SOLID BLOCKING AT MID -HEIGHT OF ALL STUDS. BUI LDI NG TYPE VI I I A 04 ROOF FRAMING PLAN 0 0 Ila 3. ALL PERIMETER AND INTERIOR CORRIDOR WALLS SHALL BE 2x6 STUDS AT 16" ON CENTER. ALL OTHER BUILDING TYPE VIII ' A WALL SHALL BE 2x STUDS AT 16" ON CENTER. REFER TO ARCHITECTURAL DRAWINGS FOR WALL TYPES. SCALE: 1/8"=1'-O" 4. PROVIDE STUD PACKS AS NOTED ON PLANS TO SUPPORT POINT LOADS. STUD PACKS SHALL EXTEND THE 05 OVER BUI LD PLAN FULL HEIGHT OF THE FRAMING DOWN TO THE FOUNDATION. TECHNI STRUCTURES,INC. STRUCTURAL ENGINEERING CONSULTANTS 5220 McKinney Avenue Suite 300 Dallis, Twm 7S20S 214/S28-172S (FAX) 214/528.2163 5. TRUSS MANUFACTURER SHALL COORDINATE REQUIRED MECHANICAL OPENINGS THROUGH TRUSSES. IX RFA #F2998 SCALE: 1/8"=1'-0" O' B R I E N 5310 HARVEST HILL RD. SUITE 136 _ DALLAS, TEXAS 75230 972 . 788. 1010 _ - vvvvw.obr-ienarch.com �p,�E• OF ••:'rq, / KEITH E: LESLIE / ••• 35413 ••� �v% ICI 81112�1 � KEITH E. LESLIE -ENGINEER REGISTRATION NO.35413 DATE: JOB: SCALE: 08.01.11 2011-128 SHEET NO. BUILDING TYPE VIII - A PLANS COPYRIGHT 42010 OBRIEN THESE DRAWINGS, OR PARTS THEREOF, MAY NOT BE REPRODUCED IN ANY FORM, BY ANY METHOD, FOR ANY PURPOSE, WITHOUT PRIOR WRITTEN CONSENT FROM O'BRIEN SHEET NO. BUILDING TYPE VIII - A PLANS COPYRIGHT 42010 OBRIEN THESE DRAWINGS, OR PARTS THEREOF, MAY NOT BE REPRODUCED IN ANY FORM, BY ANY METHOD, FOR ANY PURPOSE, WITHOUT PRIOR WRITTEN CONSENT FROM O'BRIEN 6 w4 EQ SP FOUNDATION PLAN NOTES: 1. ELEVATIONS GIVEN ARE BASED ON FINISHED FLOOR=100'-0" 2. VERIFY ALL DOOR OPENING LOCATIONS WITH ARCHITECTURAL PLANS . 1 12'-6" 4'-1 W BUILDING TYPE VIII 01 POST•TENSION FOUNDATION PLAN 2 3 4 113'-5" 88'-5" 12'-6" I CD :�4 I I Lo I \ g H-2 N N o RE: ME H'L P S 3 3 in FO LO ATI N UC no S . � 6 ►� 0I I I I I � � 1 1 DEP USE 0 o>. • � I I I I I I I I I I I, I I I I I�; I I I I I I q l I I I I �O I I I 4/34.01�+ Cno �1 PG 02 S4.01 # -2 I H- �' / " ALL RE: 03/S1 N En w 13 1 $ cn _ in o v of N I I I I I I I i a oOPEN R • b s I I I I I I ! I O5/S14.011 w �� 1 ri DEEP TRUSS __ _ w 1 D EP USES 0 4 j ® 1 ri" DEEP TRUSS it 3 H-2 1 �" DEEP TRUSS I H-2 W .. 1 Z 1.04 Ln _ - H'L P �; n FOR. LO�ATI�N QF D�1CT I I I I 11 I I I I of I I I I of CD IPEgETRPMOYS I I I I I I I I I I I I 118P DOEP tRUdSES10 14" bC I it ' 04t4.11 - En 1 02/S4.01 I`I H- 00 H2 H-2 H2 I I H1 H2 I H 1 2 0 N412 412 NOTE: N INTERIOR SHEARWALLS/SHEATHING • SHALL EXTEND TO BOTTOM OF DECK. FRAMING PLAN NOTES: o 0 1. T.O. PLATE ELEVATION=119'-8%" (UNLESS OTHERWISED NOTED). BUILDING TYPE VIII 2. PROVIDE SOLID BLOCKING AT MID -HEIGHT OF ALL STUDS. 3. ALL PERIMETER AND INTERIOR CORRIDOR WALLS SHALL BE 2x6 STUDS AT 16, ON CENTER. ALL OTHER 03 3rd FLOOR FRAMING PLAN WALL SHALL BE 2x STUDS AT 16" ON CENTER. REFER TO ARCHITECTURAL DRAWINGS FOR WALL TYPES. SCALE: 1/8"=1'-O" 4. PROVIDE STUD PACKS AS NOTED ON PLANS TO SUPPORT POINT LOADS. STUD PACKS SHALL EXTEND THE FULL HEIGHT OF THE FRAMING DOWN TO THE FOUNDATION. 5. TRUSS MANUFACTURER SHALL COORDINATE REQUIRED MECHANICAL OPENINGS THROUGH TRUSSES. co I 02/S4.01 0 w rn M M O CD w N 02/S4.01 R O C" 02/S4.01 ■ 00 b I 1 2 3 4 113'-5" 12'-6" 1 88'-5" 1 12'-6" 1� O N Cn 4� 2 3 4 2 o� -. INTERIOR SHEARWALLS/SHEATHING q3P ,� �o+`O ,` 4i 12 A +6 SHALL EXTEND TO BOTTOM OF DECK. Cn o O RE: 05) 5.02 • o FRAMING PLAN NOTES: Lo Lo 1. T.O. PLATE ELEVATION = 109'-l"(UNLESS OTHERWISED NOTED). q1C) 2. PROVIDE SOLID BLOCKING AT MID -HEIGHT OF ALL STUDS. - 3. ALL PERIMETER AND INTERIOR CORRIDOR WALLS SHALL BE 2x6 STUDS AT 16" ON CENTER. ALL OTHER BUILDING TYPE VIII WALL SHALL BE 2x STUDS AT 16" ON CENTER. REFER TO ARCHITECTURAL DRAWINGS FOR WALL TYPES. 4. PROVIDE STUD PACKS AS NOTED ON PLANS TO SUPPORT POINT LOADS. STUD PACKS SHALL EXTEND THE 02 2nd FLOOR FRAMING PLAN FULL HEIGHT OF THE FRAMING DOWN TO THE FOUNDATION. SCALE: 1 /8"=1'-0" 5. TRUSS MANUFACTURER SHALL COORDINATE REQUIRED MECHANICAL OPENINGS. THROUGH TRUSSES. 1 2 - HEADER SCHED TYPE MEMBER H-1 3- 200 H-2 3- 2x6 H-3 3- 2x8 H-4 %12 GLU-LAM H-5 602 3 113'-5" 12'-6" 88'-5" 12'-6" Ln ®K4 luu I 121-T I I I I I I I `��4 lug I�I 01/S5.01 01 /S5.01 I I �, I H 2 I I I I I I I I I-t -� I t l v, I I, I I I I I I I I I I I I I I I I I -2 Go 000, L I ` Go Lo H 2 -2 H H 1 2 -1 -2 H- H 2 ,L L. o I ❑ ❑ I ❑ ❑Lo `o NOTE: INTERIOR SHEARWALLS/SHEATHING o 0 SHALL EXTEND TO BOTTOM OF DECK. Cn RE: 05/S2.08 FRAMING PLAN NOTES: TYP 1. T.O. PLATE ELEVATION =130'42" (UNLESS OTHERWISED NOTED). BUILDING 1 1 PE VI I I N N IllN 2. PROVIDE SOLID BLOCKING AT MID -HEIGHT OF ALL STUDS. 04 ROOF FRAMING PLAN 0 0 0 3. ALL PERIMETER AND INTERIOR CORRIDOR WALLS SHALL BE 2x6 STUDS AT 16" ON CENTER. ALL OTHER BUILDING TYPE VIII WALL SHALL BE 2x STUDS AT 16" ON CENTER. REFER TO ARCHITECTURAL DRAWINGS FOR WALL TYPES. SCALE: 1 /8"=1'-0" 4. PROVIDE STUD PACKS AS NOTED ON PLANS TO SUPPORT POINT LOADS. STUD PACKS SHALL EXTEND THE 05 OVERBUILD PLAN FULL HEIGHT OF THE FRAMING DOWN TO THE FOUNDATION. TECH NI STRUCTURES,INC. STRUCTURAL ENGINEERINGI CONSULTANTS 5220 McKinney Avenue suite 300 Dallas, Texas 7S20S 214/S28.172S (PAX) 214/S28-2163 IX #F2M 5. TRUSS MANUFACTURER SHALL COORDINATE REQUIRED MECHANICAL OPENINGS THROUGH TRUSSES. REc3 SCALE: 1/8"=1'-0" 0' B R I E N 5310 HARVEST HILL RD. SUITE 136 DALLAS, TEXAS 55230 972 . 788. 1010 vvvvw.obrienarch.com OF q%jj i / ."1.R."•RRR..R".....R.1i.R / KEITH E. LESLIE / 354130:��� 1ssONAL 8111 KEITH E. LESLIE - ENGINEER REGISTRATION NO.35413 DATE: JOB: SCALE: 08.01.11 2011-128 SHEET NO. i BUILDING TYPE VIII PLANS COPYRIGHT 02010 OBRIEN THESE DRAWINGS, OR PARTS THEREOF, MAY NOT BE REPRODUCED IN ANY FORM, BY ANY METHOD, FOR ANY PURPOSE, WITHOUT PRIOR WRITTEN CONSENT FROM O'BRIEN I I Co N 19'-11%" TRASH ENCLOSURE ol FOUNDATION PLAN SCALE: 1 /8•=1'-0' FOUNDATION PLAN NOTES: 1. ELEVATIONS GIVEN ARE BASED ON FINISHED FLOOR=100'-0" 2. VERIFY ALL DOOR OPENING LOCATIONS WITH ARCHITECTURAL PLANS 09/S3.01 SIM v 5• POST TENSION CONCRETE SLAB ON 4" COMPACTED SAND. COORD FF EL W/ GRADING PLAN m #. TECHNI STRUCTURES,INC. STRUCTURAL ENOINEERINO CONSULTANTS 5220 McKinney Avenue Suite 300 Dallas, Twm 75205 214/528.1725 (PA30 214/528.2163 O$ B R I E N 5310 HARVEST HILL RD. SUITE 136 DALLAS, TEXAS 75230 972 . 788. 1010 vwwv.obrienarch.com KEITH E. LESLIE -ENGINEER REGISTRATION NO.35413 i DATE: JOB: SCALE: 08.01.11 2011-128 SHEET NO. 09 2m TRASH ENCLOSURE FND PLAN, I COPYRIGHT ()2010 OBRIEN THESE DRAWINGS, OR PARTS THEREOF, MAY NOT BE REPRODUCED IN ANY FORM, BY ANY METHOD, FOR ANY PURPOSE, WITHOUT PRIOR WRITTEN CONSENT FROM O'BRIEN OMIT WALL AT SIM f Oo TENDON 6' 2x6 ® 16' OC 2-24 SOLE PLATE CONT W/ %'0 ANCHOR BOLT ® 32' OC TENDON CHAIR TENDON TYPICAL RE: PLAN FIN FLR EL = 100'-0" 'S' HOOK TYP CV TENDON RE: PLAN RE: PLAN FOR NUMBER OF RIB TENDONS REQ'D 1'-0' 1'-4" ® 01 A 01, 01A GRADE BEAM m PERIMETER DETAIL TENDON TENDON 6" 6" I 1' INORGANIC COMPRESSIBLE FORM BOARD TENDON TENDON CHAIR I TENDON CHAIR TENDON RE: PLAN TYPICAL I I TYPICAL RE: PLAN FIN FLR EL = 100'-0" I ( FIN FLR EL = 100'-0' f "S' HOOK "S" HOOK N TYP TYP CV TENDON TENDON RE PLAN RE: PLAN f rno • • f M M RE: PLAN FOR NUMBER RE: PLAN FOR NUMBER OF RIB TENDONS REQ'D 1'-0" 1'-0" OF RIB TENDONS REQ'D 05 GRADE BEAM ® JOINT DETAIL SCALE: 3/4"=1'—O" 8" CMU WALL OMIT ® SIM #5 x 4'-0' TO MATCH TENDON CHAIR .TENDON LAP WALL REINF. GROUT TYPICAL RE: PLAN REINF CELLS SOLID FIN FLR EL = 100'-0' =2 _ PAVING PER CML • 'S" HOOK � TYP I N TENDON RE PLAN RE: PLAN FOR NUMBER 1'-0' OF RIB TENDONS REQ'D 09 FOUNDATION SECTION 2x6 ® 16' OC 2-2x6 SOLE PLATE CONT W/ %'0 ANCHOR BOLT ® 32' OC TENDON CHAIR TENDON TYPICAL RE: PLAN FIN FLR EL = 100'-0' NOTE: SEE PLAN FOR 'S" HOOK LOCATIONS OF LOAD TYP N BEARING/SHEAR WALLS � TENDON RE: PLAN f M RE: PLAN FOR NUMBER OF RIB TENDONS REQ'D 1'—D" 02 GRADE BEAM o INTERIOR DETAIL I I I SUMP PIT LOCATION AS REQ'D BY ELEVATOR CONTRACTOR i RE: 07/S3.01 L — — — — — — L � I I---------------- 06 ELEVATOR PIT DETAIL Co TENDON CHAIR TYPICAL 3— #5 TOP & BOT W/ #3 STIRRUPS ® 48" OC z Co 03 GRADE BEAM o PERIMETER WOUT P-T RE: TYPICAL ELEVATOR PIT DETAIL FOR TYPICAL WALL AND SLAB REINFORCEMENT 07 SUMP DETAIL SCALE: 3/4'=1'-0" 0 I (V 00 f Cs TENDON CHAIR TYPICAL SLOPE FIN FLR EL = 100'-0' Y' PER FT woos 'S' HOOK TYP TENDON RE: PLAN e RE: PLAN FOR NUMBER OF RIB TENDONS REQ'D 04 FOUNDATION SECTION 6'-0' AFF 8'-BOND BEAM W/ 2— 14 CONT 8' CMU SCREEN WALL REINF W/ 15 ® 32" OC PROVIDE HORIZ LADDER TIES ® 16' OC � z a VERIFY CMU COURSES ALIGN WITH ADJACENT STRUCTURE #5 ® EA REINF CELL 3— #5 3'-0" 15 ® 18" OC 08 SCREEN WALL DETAIL TECHNI STRUCTURES,INC. STRUCTURAL BNOINBBRINO CONSULTANTS 5220 McKinney Avenue subs Soo n.1Lti Una 7320s 214/528-172S (FA)Q 214MI-21 i 0' B R I E N 5310 HARVEST HILL RD. SUITE 136 DALLAS, TEXAS 75230 972. 788. 1010 www.obrienarch.com 4�7OF �E•..... 4. •• '•sal % i•ii••••••••••••••••••ii•i KEITH E. LESLIE / ,fOfYfffffffffffffffffffff• / 35413` : 5 000*000000 81� 12 CEITH E. LESLIE -ENGINEER REGISTRATION NO. 35413 _ DATE: JOB: SCALE: 18.01.11 2011-128 SHEET NO. Ii o3mol I FOUNDATION DETAILS I OYRIGHT ©2010 OBRIEN THESE DRAWINGS, OR PARTS REOF, MAY NOT BE REPRODUCED IN ANY FORM, BY ANY :THOD, FOR ANY PURPOSE, WITHOUT PRIOR WRITTEN - CONSENT FROM O'BRIEN