NEW MEXICO STATE UNIVERSITY LAS CRUCES, NM …...HERITAGE FARM WALKING TRAIL NEW MEXICO STATE...

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1014 SOUTH MAIN STREETLAS CRUCES

P 575 528 0022

WILLIAMS DESIGN GROUP INC

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This document may not bereproduced in whole or part by anymeans, electronic or otherwisewithout the explicit written permissionof Williams Design Group, Inc.All reports, plans, specifications,computer files, field data and otherdocuments and instruments preparedby the Architect as instruments ofservice shall remain the property ofthe Architect. The Architect shallretain all common law, statutory, andother reserved rights, including thecopyright thereto.

Copyright © 2016 Williams DesignGroup, Inc. All rights reserved.

DEMOLITIONAND SITE PLAN

C-101PLAN

NORTH

SCALE:1" = 10'SITE / DEMOLITION PLANA1

TW86.50FG84.80

TW86.00FG84.30

TW86.00FG84.20

TW86.50FG84.85

TW87.00FG86.10

TW86.00FG84.50

TW86.50FG84.50

TC83.80

TW86.50FG85.00

TC84.60

TC85.00

TC85.953886

3885

3886

38843885

3886

3886

TW86.00FG84.45

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GRADING PLAN

C-102PLAN

NORTH

SCALE:1" = 10'GRADING PLANA1

MV

01

METER: 1.5 INCH

BACKFLOW PREVENTER: FEBCO 825Y (1 1/2") REDUCED PRESSURE BACKFLOW PREVENTER IN HOTBOX HB-1.5. INSULATED BACKFLOW ENCLOSURE (CONTRACTOR TO PROVIDE POSITIVE HEATSOURCE TO BACKFLOW PREVENTER).

SLEEVING: CLASS 200 PVC (2 SIZES LARGER THAN PIPE TO BE SLEEVED)

IRRIGATION MAINLINE: SCHEDULE 40 BELL END PVC (2-1/2")

LATERAL PIPING: SCHEDULE 40 PVC, 3/4" UNLESS NOTED OTHERWISE

PRESSURE REDUCING VALVE: WATTS LFX65B (1")

VALVE ASSEMBLY: RAINBIRD PEB SERIES PLASTIC ELECTRIC VALVE WITH FLOW CONTROL

BUBBLER ASSEMBLY: RAIN BIRD 1401 PRESSURE COMPENSATING, TRICKLE PATTERN BUBBLER (.25GPM @ 30 PSI)

BUBBLER ASSEMBLY: RAIN BIRD 1402 PRESSURE COMPENSATING, TRICKLE PATTERN BUBBLER (.50GPM @ 30 PSI)

CONTROLLER: HUNTER I-CORE 6 STATION BASE MODEL WITH METAL CABINET, WALL MOUNT.CONTRACTOR TO PROVIDE ELECTRICAL POWER TO CONTROLLER.

INDICATES VALVE NUMBERINDICATES FLOW IN GPM

GENERAL IRRIGATION NOTES1. THE SYSTEM DESIGN ASSUMES A MINIMUM STATIC PRESSURE OF 115 PSI AT THE 1-INCH

POINT-OF-CONNECTION. THE IRRIGATION CONTRACTOR SHALL VERIFY PRESSURE AND FLOW ON SITE PRIORTO CONSTRUCTION.

2. THE IRRIGATION CONTRACTOR SHALL BECOME THOROUGHLY FAMILIAR WITH THE SPECIFICATIONS FORTHIS AND RELATED WORK PRIOR TO CONSTRUCTION.

3. THE IRRIGATION CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF UNDERGROUND UTILITIES ANDELECTRICAL WIRING PRIOR TO CONSTRUCTION.

4. THE IRRIGATION CONTRACTOR SHALL NOT INSTALL THE SPRINKLER SYSTEM WHEN IT IS OBVIOUS IN THEFIELD THAT OBSTRUCTIONS OR GRADE DIFFERENCES EXIST THAT MIGHT NOT HAVE BEEN CONSIDERED INTHE ENGINEERING, OR IF THE DISCREPANCIES IN CONSTRUCTION DETAILS, LEGEND, NOTES, ORSPECIFICATIONS ARE DISCOVERED. ALL SUCH OBSTRUCTIONS OR DISCREPANCIES SHALL BE BROUGHT TOTHE ATTENTION OF THE OWNER'S REPRESENTATIVE.

5. THE DRAWINGS ARE DIAGRAMMATIC. IN SOME CASES, IRRIGATION COMPONENTS MAY BE SHOWN OUTSIDEOF PLANTING AREAS FOR CLARITY. THE IRRIGATION CONTRACTOR SHALL AVOID ANY CONFLICTS BETWEENTHE IRRIGATION SYSTEM, PLANTING MATERIALS, AND ABOVE GROUND UTILITIES. IRRIGATION PIPE ANDWIRING SHALL BE INSTALLED IN LANDSCAPED AREAS WHENEVER POSSIBLE.

6. GENERAL CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF SCHEDULE 40 PVC SLEEVES AS INDICATEDON THE DRAWING. EXTEND SLEEVES 2' BEYOND BACK OF CURB AND CAP UNTIL CONTRACTOR IS READY TOBEGIN THE INSTALLATION OF SPRINKLER SYSTEM. STAKE LOCATION OF SLEEVE WITH T-POSTS AND FLAGS.

7. GENERAL CONTRACTOR IS RESPONSIBLE FOR PROVIDING A J-BOX WITH 115VAC; PHASE POWER TO THECONTROLLER AND BACKFLOW PREVENTER LOCATIONS. IRRIGATION CONTRACTOR SHALL HARD-WIRE TOJ-BOX.

IRRIGATION EQUIPMENT SCHEDULESYMBOL DESCRIPTION

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IRRIGATIONSHEET

L-101PLAN

NORTH

SCALE:1" = 10'IRRIGATION PLANA1

CAP MAIN LINE AND EXTEND 1 COMMON WIRE AND 4

CONTROL WIRES TO THIS LOCATION

CAP LATERAL LINE

ULMUS CARPINIFOLIA X PARV.'FRONTIER'FRONTIER ELM

2.5" B&B 40' HT. X 30' SPR. MEDIUM +

CHILOPSIS LINEARIS 'BUBBA'DESERT WILLOW

25' HT. X 25' SPR.24" BOX LOW

SCIENTIFIC NAMECOMMON NAMESYMBOL

TREES

WATER USESIZE MATURE SIZE

SHRUBS/GROUNDCOVERS

CARYOPTERIS CLAND. 'DARK KNIGHT'DARK KNIGHT BLUE MIST SPIREA

5-GAL. MEDIUM4' O.C.3' HT. X 3' SPR.

5-GAL. 4' O.C.3' HT. X 3' SPR.

1" BROWN ROCK MULCH(3" DEPTH OVER OVER WEED CONTROL FABRIC)

QTY.

4' O.C.2' HT. X 3' SPR.

SALVIA DORRIIDESERT PURPLE SAGE

5-GAL.

MEDIUM

MEDIUM

LOW

GRAVEL MULCHES & BOULDERS

RHUS TRILOBATA 'AUTUMN AMBER'CREEPING THREE LEAF SUMAC

5-GAL. 5' O.C.3' HT. X 5' SPR.

CALAMOGROSTIS A. 'KARL FOERSTER'KARL FOERSTER REED GRASS

6' O.C.4' HT. X 4' SPR.

5-GAL. MEDIUMNOLINA MICROCARPABEAR GRASS

4' O.C.3' HT. X 3' SPR.

5-GAL. MEDIUMHESPERALOE PARVIFLORARED YUCCA

CEDRUS LIBANICEDAR OF LEBANON

10' HT. B&B 60' HT. X 60' SPR. MEDIUM

5-GAL.PINUS MUGO MUGHUSMUGO PINE

MEDIUM5' O.C.4' HT. X 4' SPR.

2

3

1

15

11

28

9

8

10

6

1"-2" TAN ROCK MULCH(3" DEPTH OVER WEED CONTROL FABRIC)

GENERAL LANDSCAPE NOTES1. PRIOR TO BEGINNING WORK ON THE PROJECT, THE LANDSCAPE CONTRACTOR SHALL REVIEW THE

PROJECT IN THE FIELD WITH THE OWNER'S REPRESENTATIVE.2. IF DISCREPANCIES OCCUR BETWEEN THE DRAWINGS AND THE SITE, THE LANDSCAPE CONTRACTOR

SHALL NOTIFY THE OWNER'S REPRESENTATIVE FOR CLARIFICATION PRIOR TO PROCEEDING ONTHAT PORTION OF WORK.

3. ALL PLANTING AREAS ARE TO HAVE WEEDS AND COMPETITIVE VEGETATION REMOVED PRIOR TOPREPARATION FOR PLANTING.

4. ALL EXISTING PLANT MATERIALS TO REMAIN SHALL BE PROTECTED DURING CONSTRUCTION.DAMAGED MATERIALS SHALL BE REPLACED IN KIND AT THE CONTRACTOR'S EXPENSE.

5. PLANT QUANTITIES ARE PROVIDED FOR CONTRACTOR'S CONVENIENCE ONLY, PLANS SHALL TAKEPRECEDENCE.

6. THE OWNER'S REPRESENTATIVE SHALL APPROVE ALL PLANT MATERIAL PRIOR TO PLANTING. INADDITION, THE OWNER REPRESENTATIVE RESERVES THE RIGHT TO REFUSE ANY PLANT MATERIALDEEMED UNACCEPTABLE. THE OWNER'S REPRESENTATIVE IS TO APPROVE ANY AND ALLSUBSTITUTIONS.

7. IT IS THE LANDSCAPE CONTRACTOR'S RESPONSIBILITY TO LOCATE ALL UNDERGROUND UTILITIESPRIOR TO COMMENCEMENT OF PLANTING OPERATIONS.

8. PLANTING INSTALLATION SHALL BE IN ACCORDANCE WITH ALL CITY OF ALBUQUERQUE STANDARDSPECIFICATIONS (SECTION 1005 - PLANTING) AND DETAILS.

CELTIS OCCIDENTALISWESTERN HACKBERRY

45' HT. X 35' SPR.2.5" B&B LOW2

LANDSCAPE BOULDERS(3' MIN. DIMENSION-MOSS ROCK)

SF

SF

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PLANTINGPLAN

L-102PLAN

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SCALE:1" = 10'-0"PLANTING PLANA1

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IRRIGATIONDETAILS

L-501

CONTROLLER1 SCALE: N.T.S.3REMOTE CONTROL VALVE ASSEMBLY

SCALE: N.T.S.

JUNCTION BOX

1-INCH PVC SCH 40CONDUIT TO POWERSUPPLY

CONTROLLER: SEEEQUIPMENT LEGEND

1.5-INCH PVC SCH. 40CONDUIT AND FITTINGS

WIRES TO REMOTECONTROL VALVES

18"

SCH. 40 PVC SXSXT TEE OR SXT ELL.

LATERAL PIPE. SCH. 40 PVC MIP ADAPTER

SCH. 40 PVC THREADED ELL.

SCH. 80 PVC NIPPLE

MULCH

BUBBLER

3" MIN

PVC FLEXIBLE VINYL PIPE, STD., IPSFROM AGRICULTURAL PRODUCTS INC.(818-768-3303). (LENGTH AS REQUIRED)

TYPICAL BUBBLER INSTALLATION4 SCALE: N.T.S.

BACKFLOW PREVENTER2 SCALE: N.T.S.

PVC SCH. 80 UNION

24-INCH LINEAR LENGTHOF COILED WIRE

REMOTE CONTROL VALVE (SEEIRRIGATION LEGEND)

WATER PROOF CONNECTION(1 OF 2)

VALVE BOX WITH COVER:24-INCH SIZE

8" X 8" X 16" SOLID CMUBLOCK (1 OF 4)

LATERAL LINEMAIN LINE/SERVICETEE OR ELL

SCH 80 PVC BALLVALVE

12" SCH 80 PVCNIPPLE

4" SCH 80 PVC NIPPLE

1" DIA. WASHED ROCK

FINISH GRADE

NOTES:1. CONTRACTOR TO VERIFY THAT

ASSEMBLY OF BACKFLOWCOMPONENTS AS SHOWNWILL FIT INTO SPECIFIEDINSULATED ENCLOSURE.

2. BACKFLOW PREVENTER MUSTBE PROTECTED FROMFREEZING WITH POSITIVEHEAT SOURCE OR ASSEMBLYDRAINED BEFORE FREEZINGWEATHER CONDITIONSOCCUR.

3. ALL ELECTRICAL WORK SHALLCONFORM TO THE NATIONALELECTRIC CODE AND ALLLOCAL CODES THAT MAYAPPLY.

1. REDUCED PRESSURE BACKFLOWPREVENTER (SEE LEGEND FOR MODELAND SIZE)

2. GALVANIZED STREET ELL3. 120 VOLT ELECTRICAL OUTLET (INSTALL

PER NEC AND LOCAL CODES).COORDINATE

WITH ELECTRICAL.4. GALVANIZED UNION5. 3000 PSI CONCRETE PAD - 4" THICK (SEE

ENCLOSURE MANUFACTURER'SRECOMMENDATIONS FOR PAD

6. DIMENSIONS)7. CLOSE GALVANIZED NIPPLE8. WATTS #B-6000 SERIES 1" BALL VALVE9. GALVANIZED NIPPLE (LENGTH AS

REQUIRED)10. GALVANIZED TEE WITH 1" SIDE OUTLET11. GALVANIZED ELL12. PVC ELECTRICAL CONDUIT13. 4" GALVANIZED NIPPLE14. 12" SCH.80 PVC TOE NIPPLE15. SCH.80 PVC COUPLING WITH REDUCER

BUSHING IF REQUIRED16. PVC PIPING FROM WATER SOURCE17. PVC PIPING TO SYSTEM ELECTRICAL18. SWEEP ELL19. HOT BOX INSULATED BACKFLOW DEVICE

ENCLOSURE20. (SEE LEGEND FOR SIZE)21. PVC SLEEVE

3

2

12

4

8

7

12

1 2

4

6

9

19

161413

85

30"

1010

17

11131415

30"

2121

BUBBLER INSTALLATION AT TREE5 SCALE: N.T.S.

TOP VIEW

TREE CANOPY

NOTES:THE LATERAL PIPING TO EACH BUBBLER MUST BEINSTALLED PERPENDICULAR TO TREE AT THEAPPROXIMATE EDGE OF DRIPZONE - NO PIPING SHALLCROSS UNDER OR THROUGH THE DRIPZONE OF ANYTREE. THE CONTRACTOR SHALL NOT INSTALL TREESABOVE (OVER) ANY PIPING.

MULCH MATERIAL

NOTE:THE LATERAL PIPING TO EACH BUBBLER MUST BEINSTALLED PERPENDICULAR TO SHRUB AT THEAPPROXIMATE EDGE OF DRIPZONE - NO PIPING SHALLCROSS UNDER OR THROUGH THE DRIPZONE OF ANYPLANT. THE CONTRACTOR SHALL NOT INSTALL SHRUBSABOVE (OVER) ANY PIPING.

INSTALL BUBBLER SO THAT TOP IS FLUSH WITHMULCH MATERIAL. DO NOT COVER BUBBLER.

BUBBLER INSTALLATION AT SHRUB6 SCALE: N.T.S.

SCH. 80 PVC THREADEDNIPPLE - 3" LENGTH

SOLID CMU BLOCK

SPEARS SCH. 80 PVCTHREADED UNION

MAINLINE PIPE (SEEIRRIGATION LEGEND)

SCH. 40 PVC MALEADAPTER

2-1/2" PVC PIPE - LENGTHAS REQUIRED

MANUAL VALVE (SEEIRRIGATION LEGEND)

3/4" GRAVEL - 3" DEEP

FINISH GRADE

CARSON #910 10" ROUND VALVE BOXWITH #910-4 "TEE" STYLE LID

3/4" GRAVEL - 3" DEEP

BRASS GATE VALVE7

SCALE: N.T.S.

8"

VAR

IES

4"

1'-4"

1'-8"

CONCRETE FOOTING,3,000 PSI

COMPACTED SUBGRADE TO95%

12" EXPANSIONJOINT-TYP.

2" TYP.

PRECAST CONCRETE CAPCOLOR: GRAY

#4 REBAR HORZ. &CONTINUOUS

#4 J-BAR @ 32" O.C.

2'-0"

VAR

IES

SPLIT-FACE BLOCK. COLOR: TBD #4 REBAR CONTINUOUSTHROUGH EXPANSION JOINTS.REBAR TO BE PLACED IN CENTEROF CRUB, HORIZONTALLYAND VERTICALLY.

3/4" TOOLED EDGE - TYP.12" EXPANSION JOINT

COMPACTEDSUBGRADETO 95%

3,000 PSI CONCRETE MOWSTRIP

1'

1"

8"

LANDSCAPE BOULDER, 3' MIN. DIMENSION IN EACH DIRECTION.

SURFACE TREATMENT, SEE PLANTING PLANS.

COMPACTED SUBGRADE TO 95%.

3" LAYER OF ROCK MULCH

SPECIFIED PLANTING MIX-WATER AND TAMP TO REMOVE AIR POCKETS

ROOTBALL

2 X CONTAINER DIAMETER

NOTES:A. THE WATER RETENTION BASIN SHALL BE TWICE THE PLANTING PIT DIAMETER.B. THE EDGES OF THE WATER RETENTION BASIN SHALL BE SMOOTHLY FORMED WITH NO OBTRUSIVE EDGES.C. REMOVE ROPE AND BURLAP AFTER PLANTING.

4" WATER RETENTION BASIN

PLANT TREE ROOT COLLAR1"-2" ABOVE FINISH GRADE


SPECIFIED PLANTING MIX-WATER AND TAMP TO REMOVE AIR POCKETS

ROOTBALL


NOTES:A. THE WATER RETENTION BASIN SHALL BE TWICE THE PLANTING PIT DIAMETER.B. THE EDGES OF THE WATER RETENTION BASIN SHALL BE SMOOTHLY FORMED WITH NO OBTRUSIVE EDGES.C. REMOVE ROPE AND BURLAP AFTER PLANTING.

4" WATER RETENTION BASIN

PLANT TREE ROOT COLLAR1"-2" ABOVE FINISH GRADE


NOTES:A. THE WATER RETENTION BASIN SHALL BE TWICE

THE PLANTING PIT DIAMETER.B. THE EDGES OF THE WATER RETENTION BASIN

SHALL BE SMOOTHLY FORMED WITH NOOBTRUSIVE EDGES.


4" DEEP WATER DETENTION BASIN

SPECIFIED PLANTING MIX-WATER ANDTAMP TO REMOVE AIR POCKETS

ROOTBALL

LANDSCAPE BOULDER, 3' MIN.DIMENSION IN EACH DIRECTION- 1/3 TOTAL SIZE TO BE BURIED.

95% COMPACTEDSUBGRADE

FILTER FABRIC

CONCRETESIDEWALK

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SITE /LANDSCAPE

DETAILS

L-502

SCALE: SCALE:

SCALE: SCALE: SCALE:

SCALE:

STRUCTURAL NOTES QUALITY ASSURANCE

1. ALL DETAILS ARE TYPICAL AND SHALL APPLY TO SIMILAR CONDITIONS UNLESS NOTED OTHERWISE.

2. THE CONTRACTOR SHALL COORDINATE THE SIZE AND LOCATION OF ALL HOLES AND SLEEVES THROUGH WALLS AND SLABS WITH

ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL AND CIVIL DRAWINGS. ALL PLUMBING AND MECHANICAL PENETRATIONS THROUGH

WALLS AND SLABS SHALL BE PROPERLY SLEEVED. PENETRATING FOOTINGS, BEAMS, JOISTS, OR COLUMNS IS PROHIBITED. PLUMBING

AND CONDUITS SHALL NOT BE INSTALLED BELOW FOOTINGS WITHOUT PRIOR WRITTEN APPROVAL FROM STUBBS ENGINEERING, INC.

3. THE STRUCTURE AS SHOWN IN THESE DRAWINGS IS STABLE UNDER THE FINAL CONDITION. THE STRUCTURE IS DESIGNED FOR THE IN-

SERVICE LOADS ONLY. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO ENSURE THE STRUCTURAL STABILITY DURING CONSTRUCTION.

SEQUENCE OF CONSTRUCTION, SHORING, AND MEANS AND METHODS SHALL BE DETERMINED BY THE CONTRACTOR.

4. NON-LOAD BEARING ELEMENTS SHALL BE CONNECTED TO THE STRUCTURE BY METHODS THAT ALLOW VERTICAL DEFLECTION OF THE

STRUCTURE. ALLOWABLE DEFLECTIONS OF THE STRUCTURE SHALL BE THE MAXIMUM OF EITHER A HALF INCH OR THE STRUCTURAL SPAN

DIVIDED BY 360.

5. NOTCHING, CUTTING OR MODIFYING STRUCTURAL ELEMENTS IN THE FIELD IS PROHIBITED.

6. THE CONTRACTOR SHALL VERIFY FIELD CONDITIONS AND REPORT ANY DISCREPANCIES TO THE ENGINEER.

7. THE ATTACHMENT OF ROOF TOP EQUIPMENT TO THE STRUCTURE SHALL BE INSTALLED PER DESIGNS PROVIDED BY THE MANUFACTURE.

THE MANUFACTURE SHALL CERTIFY THAT THE ATTACHMENTS HAVE BEEN DESIGN TO WITHSTAND LOADS BASED ON THE DESIGN CRITERIA

LISTED BELOW.

8. THE CONTRACTOR SHALL PROVIDE ELEVATOR INTERMEDIATE GUIDE RAIL SUPPORTS AND COUNTER WEIGHTS SUPPORTS IN ACCORDANCE

WITH ELEVATOR MANUFACTURE'S REQUIREMENTS. CONTRACTOR SHALL NOTIFY ENGINEER OF DISCREPANCIES.

GENERAL

1. THE STRUCTURAL DESIGN WAS COMPLETED IN ACCORDANCE WITH THE FOLLOWING CODES:

IBC 2012

ASCE 7-10

ACI 318-11

ACI 530-11/ASCE 5-11/TMS 402-11

AISC 360 - MANUAL OF STEEL CONSTRUCTION 13TH EDITION

AISC 341 - SEISMIC DESIGN MANUAL

ANSI/AF&PA NDS-2012 - NATIONAL DESIGN SPECIFICATION FOR WOOD

CONSTRUCTION

ANSI NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED

STEEL STRUCTURAL MEMBERS, 2009 EDITION

AWS D1.1 AMERICAN WELDING SOCIETY - STRUCTURAL WELDING CODE STEEL

2006 EDITION

AWS D1.3 AMERICAN WELDING SOCIETY - STRUCTURAL WELDING CODE - SHEET

STEEL 1998 EDITION

AWS D1.4 AMERICAN WELDING SOCIETY - STRUCTURAL WELDING CODE - REINFORCING

STEEL 1998 EDITION

2. DEAD LOAD ARE CALCULATED IN ACCORDANCE WITH CHAPTER 3 OF THE ASCE 7-10.

3. LIVE LOADS ARE CALCULATED IN ACCORDANCE WITH CHAPTER 4 OF THE ASCE 7-10 AS FOLLOWS:

4. WIND PRESSURES SHALL BE CALCULATED IN ACCORDANCE WITH CHAPTER 26-31 OF THE ASCE 7-10 AS FOLLOWS:

5. SNOW LOADS SHALL BE CALCULATED IN ACCORDANCE WITH CHAPTER 7 OF THE ASCE 7-10 AS FOLLOWS:

6. SEISMIC LOADS SHALL BE CALCULATED IN ACCORDANCE WITH CHAPTER 11 AND 12 OF THE ASCE 7-10 AS FOLLOWS:

7. ICE LOAD SHALL BE CALCULATED IN ACCORDANCE WITH CHAPTER 10 OF ASCE 7-10:

DESIGN CRITERIA

OCCUPANCY OR USE UNIFORM (psf.) CONCENTRATED (lbs.)

ROOF 20 300

TYPICAL FLOOR 100 2,000

ASSEMBLY ARES AND THEATERS - - - -

STAGES 150 N/A

ELEVATOR MACHINE ROOM 300 EQUIPMENT WT.

GYMNASIUMS, MAIN FLOORS AND BALCONIES 100 N/A

KITCHEN COMERCIALS 150 EQUIPMENT WT.

LIBRARY STACK ROOMS 150 1,000

MECHANICAL ROOMS TYPICAL 150 EQUIPMENT WT.

ROOF (UNREDUCED) SEE NOTE 1 20 N/A

STAIRS AND EXITS 100 300

AWNINGS AND CANOPIES 20 N/A

RISK CATEGORY II

WIND VELOCITY 90 MPH

DIRECTIONAL FACTORS (Kd) 0.85 MFRS

0.85 COMPONENTS

TOPOGRAPHIC FACTOR (Kzt) 1.00

WIND EXPOSURE C

INTERNAL PRESSURE COEFICIENT +0.18

RISK CATEGORY II

GROUND SNOW (pg) 5 PSF

EXPOSURE FACTOR (Ce) 0.90

THERMAL FACTOR (Ct) 1.0

IMPORTANCE FACTOR 1.00

RISK CATEGORY II

MAPPED MCE Ss=0.350

S1=0.100

SPECTRAL RESPONSE COEFFICIENT SDs=0.125

SD1=0.050

SITE CLASSIFICATION D

IMPORTANCE FACTOR 1.00

SEISMIC DESIGN CATEGORY B

ANALYSIS PROCEDURE EQUIVALENT FORCE

METHOD

MAINFORCE RESISTING SYSTEM OSCBF

RESPONSE MODIFICATION FACTOR (R) 3.25

SYSTEM OVERSTRETCH FACTOR 2.00

DEFLECTION AMPLIFICATION FACTOR (C ) 3.25

SEISMIC RESPONSE COEFFICIENT (C ) 0.30

MAPPED ICE THICKNESS 0.25 INCHES

IMPORTANCE FACTOR (li) 1.00

HEIGHT FACTOR (Fz) 1.00

DESIGN ICE THICKNESS .025 INCHES

d

s

1. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ARCHITECT/ENGINEER PRIOR TO FABRICATION AS REQUIRED BY THE

SPECIFICATIONS AND SHALL INCLUDE AT A MINIMUM THE FOLLOWING SUBMITTALS:

STRUCTURAL FILL AND EARTHWORK

STRUCTURAL STEEL

REINFORCING STEEL

CONCRETE MIX DESIGNS

MASONRY GROUT MIX DESIGN

CONCRETE MASONRY UNIT PRODUCT DATA

MASONRY TRUSS TYPE JOINT REINFORCING PRODUCT DATA

METAL DECK

STEEL JOISTS & JOIST GIRDERS

WELDING PROCEDURES AND WELDING CERTIFICATIONS

LIGHT GAGE FRAMING PRODUCT DATA

PRODUCT DATA FOR CONCRETE INSERTS

PRODUCT DATA FOR POWER ACTUATED FASTENERS

PRODUCT DATA FOR CONCRETE EXPANSION ANCHORS

PRODUCT DATA FOR ENGINEERED WOOD PRODUCTS

WOOD JOISTS

2. REVIEWS BY THE ARCHITECT/ENGINEER SHALL BE FOR GENERAL CONFORMANCE TO THE PLANS AND SPECIFICATIONS ONLY.

MODIFICATIONS, COMMENTS AND INFORMATION PROVIDED BY THE ARCHITECT/ENGINEER ON THE SHOP DRAWINGS DOES NOT RELIEVE THE

CONTRACTOR FROM THE REQUIREMENTS OF THE PLANS AND SPECIFICATIONS.

3. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING DIMENSIONS AT THE JOB SITE AND COORDINATING THEM WITH THE PLANS AND

SPECIFICATIONS. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT / ENGINEER.

4. THE FABRICATION AND CONSTRUCTION PROCESS, MEANS AND METHODS OF CONSTRUCTION, AND COORDINATING ALL TRADES FOR

PERFORMING THE WORK IN A SAFE AND SATISFACTORY METHOD SHALL REMAIN THE RESPONSIBILITY OF THE CONTRACTOR.

5. REPRODUCTION OF CONSTRUCTION DOCUMENTS AS PART OF THE SHOP DRAWINGS IS PROHIBITED. THE SHOP DRAWINGS SHALL BE

INDEPENDENTLY PRODUCED DRAWINGS BASED ON THE CONSTRUCTION DOCUMENTS. USE OF ELECTRONIC FILES PRODUCED BY STUBBS

ENGINEERING, INC. TO GENERATE SHOP DRAWINGS IS PROHIBITED WITHOUT PRIOR WRITTEN APPROVAL FROM STUBBS ENGINEERING, INC. IF

ELECTRONIC DRAWINGS PRODUCED BY THE STUBBS ENGINEERING, INC. ARE USED IN THE PRODUCTION OF THE SHOP DRAWINGS, ANY

COMPANY LOGOS, TITLE BLOCKS AND SEALS SHALL BE REMOVED FROM THE SUBMITTAL.

6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DELAYS DUE TO REJECTION OF INADEQUATE OR INCORRECT SHOP DRAWINGS.

7. SHOP DRAWINGS SUBMITTED WITHOUT PRIOR REVIEW BY THE GENERAL CONTRACTOR SHALL NOT BE REVIEWED BY THE ENGINEER.

8. REQUESTS FOR SUBSTITUTION SHALL BE CLEARLY SHOWN ON SHOP DRAWINGS. SUBSTITUTIONS SHALL NOT BE IMPLEMENTED UNLESS

SPECIFICALLY APPROVED IN WRITING BY THE ARCHITECT/ENGINEER.

SHOP DRAWINGS

1. THE CONTRACTOR SHALL REVIEW AND BECOME FAMILIAR WITH THE SOIL, WATER AND SITE CONDITIONS DESCRIBED IN THE SOILS REPORT

PRIOR TO BIDDING THE PROJECT. SOILS BORINGS AND CONDITIONS DESCRIBED IN THE SOILS REPORT ARE FOR GENERAL INFORMATION

PURPOSES ONLY. THE ACTUAL CONDITIONS MAY VARY AT THE SITE.

2. ALL EARTHWORK AND SITE PREPARATION SHALL BE IN COMPLIANCE WITH THE GEOTECHNICAL REPORT PREPARED BY ,

DATED . THE GEOTECHNICAL ENGINEER'S PROJECT NUMBER IS . ADDITIONAL INFORMATION IS

CONTAINED IN THE GEOTECHNICAL REPORT.

3. THE SITE SHALL BE PREPARED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT TO PROVIDE A MINIMUM ALLOWABLE BEARING PRESSURE

OF X,XXX PSF.

4. REMOVE ALL BRUSH, RUBBISH, AND VEGETATION MATERIAL FROM THE BUILDING PAD PRIOR TO EXCAVATION.

5. THE SITE SHALL BE OVEREXCAVATED TO ALLOW FOR A MINIMUM OF XX FEET OF STRUCTURAL SELECT FILL BELOW ALL FOOTINGS AND A

MINIMUM OF XX FEET OF STRUCTURAL SELECT FILL BELOW ALL SLABS ON GRADE. OVEREXCAVATION SHALL EXTEND A MINIMUM OF XX

FEET BEYOND THE EXTENT OF THE BUILDING PAD. REFERENCE DETAIL XX/S-XXX FOR TYPICAL SUBGRADE PREPARATION.

6. NATIVE SOILS BELOW STRUCTURAL SELECT FILL SHALL BE SCARIFIED TO A DEPTH OF X INCHES. THE NATIVE SOILS SHALL BE

COMPACTED TO A MINIMUM DRY DENSITY OF XX% PER THE MODIFIED PROCTOR (ASTM D1557) AT A MOISTURE CONTENT OF +/- X%

OPTIMUM. WEAK OR COMPRESSIBLE NATIVE SOILS IDENTIFIED DURING EARTHWORK SHALL BE REMOVED AND REPLACED WITH STRUCTURAL

SELECT FILL PER THE REQUIREMENTS FOR STRUCTURAL FILL.

7. STRUCTURAL SELECT FILL SHALL BE FREE OF ROCKS, ROOTS, VEGETABLE MATTER, CLAY CLUMPS OR ROCKS GREATER THAN 3 INCHES IN

ANY DIMENSION. STRUCTURAL SELECT FILL SHALL MEET THE FOLLOWING REQUIREMENTS:

NO EXPANSIVE MATERIAL

MAXIMUM LIQUID LIMIT (ASTM D4318): 30

MAXIMUM PLASTIC LIMIT (ASTM D4318): 10

UNIFIED SOILS CLASSIFICATION SYSTEM: SP-SM, SM, SC, SC-SM, GC, GC-GM, & GP-GC

GRADATION (ASTM D422)

SIEVE SIZE PERCENT PASSING

3-INCH 100%

1½-INCH 90-100%

NO. 4 25-55%

NO. 40 15-50%

NO. 200 15-45%

8. PLACE ALL STRUCTURAL SELECT FILL IN X INCH MAXIMUM LOOSE LIFTS. MOISTEN TO A MOISTURE CONTENT OF +/- X% OPTIMUM

MOISTURE CONTENT AND COMPACT TO A MINIMUM DENSITY OF XX% MODIFIED PROCTOR (ASTM D1557) MAXIMUM DRY DENSITY.

9. CAPILLARY FILL SHALL HAVE THE FOLLOWING PROPERTIES



3-INCH 100%

1½-INCH 90-100%

NO. 4 25-55%

NO. 40 15-50%

NO. 200 15-45%

10. ALL EARTHWORK SHALL BE INSPECTED BY A LICENSED GEOTECHNICAL ENGINEER TO ENSURE ALLOWABLE BEARING PRESSURE IS MET,

THERE IS A LOW SETTLEMENT POTENTIAL AND THE ABSENCE OF EXPANSIVE MATERIAL. TESTING SHALL BE PERFORMED AT THE

FOLLOWING MINIMUM RATES. THE GEOTECHNICAL ENGINEER MAY DETERMINE MORE STRINGENT TESTING IF REQUIRED.:

- ONE MOISTURE-DENSITY CURVE, IN ACCORDANCE WITH ASTM D1557, FOR EACH TYPE OF STRUCTURAL SELECT FILL OR EACH

SOURCE OF STRUCTURAL FILL USED FOR THE PROJECT.

- ONE FIELD DENSITY TEST, IN ACCORDANCE WITH ASTM D1556, D2167 OR D2922, PER EACH 2,500 SQUARE FEET OF COMPACTED

NATIVE SUBGRADE PRIOR TO PLACING STRUCTURAL SELECT FILL OR FLOOR SLAB. PROVIDE A MINIMUM OF THREE TESTS.

- EACH HORIZONTAL LIFT OF STRUCTURAL SELECT FILL SHALL BE TESTED WITH ONE FIELD DENSITY TEST, IN ACCORDANCE WITH

ASTM D1556, D2167 OR D2922, PER EACH 2,500 SQUARE FEET WITH A MINIMUM OF THREE TESTS.

11. VAPOR BARRIERS SHALL BE PLACED DIRECTLY BELOW ALL SLABS ON GRADE BETWEEN THE SLAB AND THE SUBGRADE. THE VAPOR

BARRIER SHALL HAVE A MINIMUM THICKNESS OF 10 MILS AND SHALL MEET THE REQUIREMENTS OF ASTM1745 WITH A WATER VAPOR

PERMEANCE LESS THAN 0.030 PERMS. CONTRACTOR SHALL LAP AND SEAL ALL EDGES. PUNCTURES AND PENETRATIONS SHALL BE

SEALED AND REPAIR PER THE MANUFACTURE'S RECOMMENDATIONS.

12. CONSTRUCTION JOINTS IN FOOTINGS AND STEM WALL CAN BE PLACED AT CONTRACTOR'S OPTION. FOOTINGS AND STEM WALL

CONSTRUCTION JOINTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH DETAIL .

FOUNDATION (SANDY SOILS)

1. DRILLED VERTICAL PIER SHAFTS TO DEPTH AND DIAMETER INDICATED. PIERS SHALL NOT BE OUT OF PLUMB BY MORE THAN 2% OF THE

LENGTH. PIERS SHALL NOT BE OUT OF LOCATION BY MORE THAN 2" IN ANY DIRECTION.

2. CASING OF PIERS MAY BE REQUIRED. IF CASING IS REQUIRED IT SHALL BE EITHER REMOVABLE OR PERMANENT CASING. PERMANENT

CASING SHALL NOT EXTENT BELOW TOP OF BEARING STRATA.

3. AT CONTRACTOR'S OPTION, BENTONITE OR POLYMER SLURRY MAY BE USED TO STABILIZE SHAFTS WHEN DRILLING. POLYMER SLURRY

SHALL HAVE A MAXIMUM DENSITY 1FT FROM PIER BOTTOM OF 64 PCF AS TESTED BY API 13B, SECTION 1. BENTONITE SLURRY SHALL

HAVE A MAXIMUM DENSITY OF 85 PCF AS TESTED BY ASTM D4380.

4. PIER SHAFT SHALL BE CLEAN OF LOOSE MATERIAL AND WATER PRIOR TO PLACING CONCRETE. CONCRETE SHALL NOT BE PLACED MORE

THAN 8 HOURS AFTER PIER SHAFT IS DRILLED. PIER SHAFTS SHALL NOT BE LEFT OPEN OVER NIGHT.

5. REBAR SPACERS SHALL BE PLACED AT A MAXIMUM SPACING OF 36" AND ENSURE THAT REBAR CAGE IS LOCATED PROPERLY DURING

CONCRETE PLACEMENT.

6. PLACE CONCRETE IN A SINGLE POUR USING A TREMIE AS REQUIRED TO MAINTAIN PROPER CONCRETE SEGREGATION.

7. TOPS OF PIERS SHALL BE SMOOTH AND ROUND. THE PIER SHALL NOT BE ALLOWED TO MUSHROOM AT THE TOP.

8. PIER DESIGN IS BASED ON THE FOLLOWING DESIGN CRITERIA:

a. ALLOWABLE END BEARING: 8,000 PSF

b. SIDE FRICTION: 3,000 PSF (UPPER 10'-0"): 1,500 PSF (> 10'-0")

c. UPLIFT SIDE FRICTION: 2,500 PSF

d. UPLIFT DESIGN DEPTH: 12'-0"

e. SIDE FRICTION (UPLIFT RESISTANCE): SAME AS ABOVE

9. REINFORCING CAGE SHALL BE HELD SECURELY AWAY FROM EARTH AT SIDES AND BOTTOM BY SETS OF 3 SPACERS AT A MAXIMUM

SPACING OF 8 ft. ALONG THE LENGTH OF THE CAGE AND 1'-0" FROM THE BOTTOM.

DRILLED PIERS

- /---

1. THE CONTRACTOR SHALL REVIEW AND BECOME FAMILIAR WITH THE SOIL, WATER AND SITE CONDITIONS DESCRIBED IN THE SOILS REPORT

PRIOR TO BIDDING THE PROJECT. SOILS BORINGS AND CONDITIONS DESCRIBED IN THE SOILS REPORT ARE FOR GENERAL INFORMATION

PURPOSES ONLY. THE ACTUAL CONDITIONS MAY VARY AT THE SITE.

2. ALL EARTHWORK AND SITE PREPARATION SHALL BE IN COMPLIANCE WITH THE GEOTECHNICAL REPORT PREPARED BY ,

DATED . THE GEOTECHNICAL ENGINEER'S PROJECT NUMBER IS . ADDITIONAL INFORMATION IS

CONTAINED IN THE GEOTECHNICAL REPORT.

3. REMOVE ALL BRUSH, RUBBISH, AND VEGETATION MATERIAL FROM THE BUILDING PAD PRIOR TO EXCAVATION.

4. THE SITE SHALL BE OVEREXCAVATED TO ALLOW FOR A MINIMUM OF XX FEET BELOW EXISTING GRADE OR FINISH FLOOR ELEVATION

WHICHEVER IS GREATER. OVEREXCAVATION SHALL EXTEND A MINIMUM OF XX FEET BEYOND THE EXTENT OF THE BUILDING PAD.

REFERENCE DETAIL XX/S-XXX FOR TYPICAL SUBGRADE PREPARATION.

5. NATIVE SOILS AT THE BOTTOM OF THE EXCAVATION SHALL BE SCARIFIED TO A DEPTH OF X INCHES. THE NATIVE SOILS SHALL BE

COMPACTED TO A MINIMUM DRY DENSITY OF XX% PER THE STANDARD PROCTOR (ASTM D698) AT A MOISTURE CONTENT OF +/- X%

OPTIMUM. WEAK OR COMPRESSIBLE NATIVE SOILS IDENTIFIED DURING EARTHWORK SHALL BE REMOVED AND REPLACED.

6. STRUCTURAL SELECT FILL SHALL BE FREE OF ROCKS, ROOTS, VEGETABLE MATTER, CLAY CLUMPS OR ROCKS GREATER THAN 3 INCHES IN

ANY DIMENSION. STRUCTURAL SELECT FILL SHALL MEET THE FOLLOWING REQUIREMENTS:

NO EXPANSIVE MATERIAL

MAXIMUM LIQUID LIMIT (ASTM D4318): 30

MAXIMUM PLASTIC LIMIT (ASTM D4318): 10

UNIFIED SOILS CLASSIFICATION SYSTEM: SP-SM, SM, SC, SC-SM, GC, GC-GM, & GP-GC



3-INCH 100%

1½-INCH 90-100%

NO. 4 25-55%

NO. 40 15-50%

NO. 200 15-45%

7. PLACE ALL STRUCTURAL SELECT FILL IN X INCH MAXIMUM LOOSE LIFTS. MOISTEN TO A MOISTURE CONTENT OF +/- X% OPTIMUM

MOISTURE CONTENT AND COMPACT TO A MINIMUM DENSITY OF XX% STANDARD PROCTOR (ASTM D698) MAXIMUM DRY DENSITY.

8. ALL EARTHWORK SHALL BE INSPECTED BY A LICENSED GEOTECHNICAL ENGINEER TO ENSURE SPECIFICATIONS ARE MET, THERE IS A LOW

SETTLEMENT OR HEAVE POTENTIAL AND THAT FILL IS PLACED WITH PROPER MOISTURE CONTENT. TESTING SHALL BE PERFORMED AT THE

FOLLOWING MINIMUM RATES. THE GEOTECHNICAL ENGINEER MAY DETERMINE MORE STRINGENT TESTING IF REQUIRED.:

- ONE MOISTURE-DENSITY CURVE, IN ACCORDANCE WITH ASTM D1557, FOR EACH TYPE OF STRUCTURAL SELECT FILL OR EACH

SOURCE OF STRUCTURAL FILL USED FOR THE PROJECT.

- ONE FIELD DENSITY TEST, IN ACCORDANCE WITH ASTM D1556, D2167 OR D2922, PER EACH 2,500 SQUARE FEET OF COMPACTED

NATIVE SUBGRADE PRIOR TO PLACING STRUCTURAL SELECT FILL OR FLOOR SLAB. PROVIDE A MINIMUM OF THREE TESTS.

- EACH HORIZONTAL LIFT OF STRUCTURAL SELECT FILL SHALL BE TESTED WITH ONE FIELD DENSITY TEST, IN ACCORDANCE WITH

ASTM D1556, D2167 OR D2922, PER EACH 2,500 SQUARE FEET WITH A MINIMUM OF THREE TESTS.

9. VAPOR BARRIERS SHALL BE PLACED DIRECTLY BELOW ALL SLABS ON GRADE BETWEEN THE SLAB AND THE SUBGRADE. THE VAPOR

BARRIER SHALL HAVE A MINIMUM THICKNESS OF 10 MILS AND SHALL MEET THE REQUIREMENTS OF ASTM1745 WITH A WATER VAPOR

PERMEANCE LESS THAN 0.030 PERMS. CONTRACTOR SHALL LAP AND SEAL ALL EDGES. PUNCTURES AND PENETRATIONS SHALL BE

SEALED AND REPAIR PER THE MANUFACTURE'S RECOMMENDATIONS.

FOUNDATION (CLAY SOILS)

1. ALL CONCRETE SHALL BE PROPORTIONED, CONSTRUCTED AND CONFORM TO THE SPECIFICATION OF ACI 301-05. CONCRETE DESIGN

SHALL CONFORM TO ACI 318-08.

2. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE I OR II. CONCRETE IN CONTACT WITH SOIL SHALL BE TYPE II CEMENT.

3. FLY ASH SHALL NOT BE USED IN ARCHITECTURALLY EXPOSED CONCRETE, TILTWALLS OR SLABS ON GRADE. FLY ASH IS ALLOWED IN ALL

OTHER NON-ARCHITECTURALLY EXPOSED CONCRETE, UP TO A MAXIMUM OF 20% OF THE CEMENT CONTENT. THE MIX DESIGN SHALL

INDICATE THAT THE FLY ASH SHALL NOT ADVERSELY EFFECT THE PERFORMANCE OF OTHER PRODUCTS AND MATERIALS THAT WILL BE IN

CONTACT WIT THE CONCRETE.

4. CONCRETE SHALL BE PROPORTIONED TO THE FOLLOWING REQUIREMENTS:

CONCRETE SHALL BE PROPORTIONED TO EXCEED 75% OF THE 28-DAY STRENGTH IN 7 DAYS.

5. CONCRETE REINFORCING STEEL AND EMBEDS SHALL HAVE THE FOLLOWING PROPERTIES:

6. UNLESS OTHERWISE SHOWN THE CLEAR DISTANCE FOR THE FACE OF CONCRETE FORMS TO THE REINFORCING STEEL SHALL BE:

7. REINFORCING DETAILING AND PLACEMENT SHALL BE IN COMPLIANCE WITH ACI 315-08.

8. ALL REINFORCING SHALL BE SPLICED IN ACCORDANCE WITH DETAIL AND STANDARD HOOK SHALL BE PROVIDED PER

DETAIL .

9. ALL REINFORCING STEEL IN SLABS ON GRADE SHALL BE CHAIRED AS REQUIRED TO PROVIDE REQUIRED COVER. CHAIRS SHALL BE

DESIGNED TO SUPPORT REINFORCING ON SOIL. SLAB REINFORCING SHALL BE SUPPORTED ADEQUATELY TO PREVENT ACCIDENTAL

DISPLACEMENT IN ACCORDANCE WITH 2009 IBC SECTION 1907.5. CHAIRS USED FOR WELDED WIRE FABRIC SHALL BE SPECIFICALLY

DESIGNED FOR APPLICATION WITH WELDED WIRE FABRIC.

10. SIZE AND LOCATION OF EQUIPMENT SUPPORTS AND EMBEDS SHALL BE COORDINATED WITH THE EQUIPMENT SUPPLIER AND SHALL BE

IN ACCORDANCE WITH APPROVED SHOP DRAWINGS.

11. ALL CONCRETE SHALL BE CONSOLIDATED BY VIBRATORY MEANS. CONSOLIDATIONS SHALL BE OBSERVED BY INSPECTION AGENCY.

12. CONCRETE DIMENSIONS SHOWN ON DRAWINGS ARE ACTUAL DIMENSIONS NOT NOMINAL DIMENSIONS.

13. ALL CONTINUOUS REINFORCING IN FOOTINGS AND WALLS SHALL EITHER BE CONTINUOUS AROUND CORNERS OR HAVE BENT CORNER

BARS OF THE SAME SIZE AND SPACING AS THE HORIZONTAL BARS.

14. F0RM TIES SHALL BE EITHER OF THE THREADED OR SNAP OFF TYPE. NO EXPOSED METAL SHALL BE ALLOWED WITHIN ONE INCH OF

THE SURFACE. ALL RECESSES SHALL BE POINTED WITH MORTAR.

15. ALL DOWELS, EMBEDS AND REINFORCING BARS SHALL BE SECURELY TIED PRIOR TO PLACING CONCRETE. INSTALLATION OF ITEMS INTO

WET CONCRETE WILL NOT BE ALLOWED.

16. ALL EXPOSED CONCRETE CORNERS SHALL HAVE A 3/4" CHAMFER.

17. CONCRETE SHALL NOT BE DROPPED VERTICALLY MORE THAN 5 FEET WITHOUT THE USE OF A TREMIE.

CONCRETE

FOOTINGS

STEM WALLS

RETAINING WALLS

SLAB ON GRADE

LOCATION f'c AT

28 DAYS

MAX SIZE

AGGREGATE

3,000 PSI

3,000 PSI

4,000 PSI

4,000 PSI

SLUMP AIR

CONTENT

0 - 5%

0 - 5%

4 - 7%

NONE

3 - 5 INCH

3 - 5 INCH

3 - 5 INCH

4 - 6 INCH

1 - INCH

3/4 - INCH

3/4 - INCH

3/4 - INCH

CONCRETE TYPE

NORMAL WEIGHT

NORMAL WEIGHT

NORMAL WEIGHT

NORMAL WEIGHT

MAXIMUM WATER

TO CEMENT

RATIO

0.55

0.55

0.55

0.55

TYPE

REBAR

WELDED WIRE REINF.

DEFORMED BAR ANCHORS

HEADED ANCHOR STUDS

DESIGNATION

ON PLAN

#

WWF

DBA

HAS

ASTM

A615

A185

A496

A108, B

YEILD

STRENGTH

60 KSI

60 KSI

60 KSI

70 KSI

NOTES

NOT WELDABLE

FLAT SHEETS ONLY

WELDABLE

CONDITION

CONCRETE CAST AGAINST EARTH OR WATER

CONCRETE CAST TO FORMS EXPOSED

TO EARTH, WATER OR WEATHER

CONCRETE CAST TO FORMS NOT EXPOSED

TO EARTH, WATER OR WEATHER

SLABS ON GRADE

CLEAR

DISTANCE

3 - INCH

2 - INCH

1 1/2 - INCH

1 - INCH

1 1/2 - INCH

2 - INCH

1 1/2 - INCH

3/4 - INCH

NOTES

EXCLUDES SLABS ON GRADE

NO. 6 BAR AND LARGER

NO. 5 BAR AND SMALLER

SLABS AND JOISTS

BEAMS. COLUMNS, & WALLS

FROM BOTTOM SURFACE

FROM TROWLED SURFACE

FROM SCREED SURFACE

1 /S-3

2 /S-3

1. THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH "AISC SPECIFICATIONS FOR

STRUCTURAL STEEL BUILDINGS" AND "STEEL CONSTRUCTION MANUAL" 13TH EDITION.

2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS:

* UNLESS NOTED OTHERWISE.

3. ALL HIGH STRENGTH BOLTS, WASHERS AND NUTS SHALL MEET THE "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325

OR A490 BOLTS" AND THE FOLLOWINGS:

ASTM F1852, TENSION CONTROL BOLTS CAN BE SUBSTITUTED FOR A325 BOLTS AT CONTRACTOR'S DIRECTION

4. ALL WELDING SHALL BE PERFORMED IN ACCORDANCE WITH AMERICAN WELDING SOCIETY CODE AWS D1.1, LATEST EDITION.

5. WELDING SHALL BE PERFORMED WITH E70XX LOW HYDROGEN ELECTRODES USING SHIELDED METAL ARC WELDING (SMAW) PROCESS.

6. ALL GROUT BELOW BASE PLATES SHALL BE NON-SHRINK, NON-METALIC WITH A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF

5,000 PSI.

7. ANCHOR BOLTS, ANCHOR BOLT HOLES AND PLATE WASHERS SHALL BE PROVIDED IN ACCORDANCE WITH TABLE 14-2 OF THE AISC

MANUAL OF STEEL CONSTRUCTION.

8. STRUCTURAL STEEL NOTED AS "ARCHITECTURAL EXPOSED" AND STEEL EXPOSED TO VIEW SHALL MEET THE REQUIREMENTS OF THE

ARCHITECTURAL EXPOSED STRUCTURAL STEEL AS PROVIDED IN THE SPECIFICATIONS AND SECTION 10 OF THE AISC CODE OF

STANDARD PRACTICE.

9. ALL WELDS NOT SPECIFIED SHALL BE A MINIMUM 1/4" FILLET WELDS OR MEET THE SPECIFICATIONS OF TABLE J2.4 OF THE AISC

MANUAL OF STEEL CONSTRUCTION FOR MINIMUM SIZE FILLET WELDS, WHICHEVER IS GREATER.

10. WELD ACCESS HOLE CONFIGURATIONS FOR MOMENT CONNECTIONS SHALL COMPLY WITH TABLE 1-1 AND TABLE 1-2 OF AISC

SEISMIC DESIGN MANUAL.

11. ALL PERIMETER ANGLES AND POUR STOPS SHALL BE SPLICED PER DETAIL .

12. ALL STEEL PERMANENTLY EXPOSED TO WEATHER SHALL BE GALVANIZED PER ASTM A123 TO G-60 UNLESS NOTED OTHERWISE.

STRUCTURAL STEEL

YIELD STRENGTHASTM

1. PREP PRIOR TO PAINTING, ALL STEEL SHALL BE CLEANED BY SSPC-SP3 "POWER TOOL CLEANING" METHOD TO REMOVE ALL RUST

AND LOOSE MILL SCALE PRIOR TO APPLYING THE SHOP PRIMER COAT.

2. A PRIMER SHALL BE APPLIED IN THE SHOP PRIOR TO TRANSPORTATION OF MATERIAL TO THE JOB SITE. THE SHOP PRIMER SHALL

BE A FAST CURING, UNIVERSAL MODIFIED ALKYD, RUST INHIBITING SHOP COAT WITH GOOD RESISTANCE TO NORMAL ATMOSPHERIC

CORROSION. PRIMER SHALL COMPLY WITH ALL FEDERAL STANDARDS FOR VOC, LEAD AND CHROMATE LEVELS. SHOP PRIMER SHALL

BE APPLIED PRIOR TO TRANSPORTATION OF THE STEEL TO THE JOB SITE PER THE MANUFACTURE'S RECOMMENDATIONS.

3. ALL EXPOSED STEEL SHALL BE TOUCH UP PAINTED PRIOR TO APPLYING TOP COAT WITH PRIMER TO MATCH SHOP PRIMER.

4. THE TOP COAT SHALL BE FIELD APPLIED AND COVER ENTIRE SURFACE OF STEEL. THE TOP COAT SHALL BE A FAST CURING ,

UNIVERSAL MODIFIED ALKYD, RUST INHIBITING TOP COAT WITH GOOD RESISTANT TO NORMAL ATMOSPHERIC CORROSION. TOP COAT

SHALL COMPLY WITH ALL FEDERAL STANDARDS FOR VOC, LEAD AND CHROMATE LEVELS. ALKYD FINISH COAT SHALL HAVE

DOCUMENTATION THAT IT IS COMPATIBLE WITH SPECIFIED SHOP PRIMER. THE COLOR SHALL BE AS SELECTED BY THE OWNER.

PAINTING OF STEEL

WIDE FLANGE AND WT SECTIONS 50 KSIA992

CHANNELS AND ANGLES 36 KSIA36

STRUCTURAL PLATE AND BARS 36 KSIA36*

STEEL PIPE 35 KSIA53 GR B,

TYPE S

SQUARE & RECTANGULAR TUBE 46 KSI.A500 GR B

ROUND TUBE 42 KSIA500 GR B

NOTESTENSIONAS SHOWN ON PLANS

A325N

A325X

A325FT

ANCHOR BOLT

A325SC

SNUG TIGHT

SNUG TIGHT

FULLY TENSIONED

SNUG TIGHT

FULLY TENSIONED

THREADS INCLUDED IN PLANE



ASTM F1554 GR 36

SLIP CRITICAL WITH CLASS A

FAYING SURFACE

- /---

1. ALL CONCRETE EXPANSION ANCHORS TO BE USED SHALL HAVE AN ICC-ES REPORT AND MEET THE REQUIREMENTS OF ACI 318

APPENDIX D FOR CRACKED & UNCRACKED CONCRETE. ANCHORS SHALL BE APPROVED FOR SEISMIC LOADS AND CRACKED CONCRETE.

PRODUCT DATA SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. ANCHORS SHALL BE INSTALLED PER THE ICC-ES REPORT AND

MANUFACTURES RECOMMENDATIONS. CONCRETE ANCHORS SHALL BE GALVANIZED CARBON STEEL. CONCRETE EXPANSION ANCHORS

SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS UNLESS NOTED OTHERWISE.

ALL ULTIMATE (LRFD) LOADS ARE PROVIDED FOR CONCRETE WITH f'c = 400psi, UNCRACKED & FOR NON SEISMIC LOADS

2. ALL ADHESIVE (EPOXY) ANCHORS INTO CONCRETE SHALL HAVE AN ICC-ES REPORT, AND MEET THE REQUIREMENTS OF ACI 318

APPENDIX D FOR CRACKED & UNCRACKED CONCRETE. PRODUCT DATA SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL.

ANCHORS SHALL BE INSTALLED PER THE ICC-ES REPORT AND MANUFACTURES RECOMMENDATIONS. THREAD RODS SHALL BE

GALVANIZED AND MEET THE REQUIREMENTS OF ASTM 193, B7. ADHESIVE ANCHORS SHALL MEET THE FOLLOWING MINIMUM

REQUIREMENTS UNLESS NOTED OTHERWISE.

ALL ULTIMATE LOADS (LRFD) ARE PROVIDED FOR NORMAL WEIGHT CONCRETE WITH f'c=400psi UNCRACKED & FOR NON-SEISMIC LOADS

ALL ULTIMATE LOADS ARE PROVIDED FOR NORMAL WEIGHT CONCRETE REBAR WITH f'c=4000psi AND 60ksi REBAR

3. ALL MASONRY EXPANSION ANCHORS TO BE USED SHALL HAVE AN ICC-ES REPORT AND MEET THE REQUIREMENTS OF ACI 530.

ANCHORS SHALL BE APPROVED FOR SEISMIC LOADS FOR FULLY GROUTED CELLS. PRODUCT DATA SHALL BE SUBMITTED TO THE

ENGINEER FOR APPROVAL. ANCHORS SHALL BE INSTALLED PER THE ICC-ES REPORT AND MANUFACTURES RECOMMENDATIONS.

MASONRY EXPANSION ANCHORS SHALL BE GALVANIZED CARBON STEEL. MASONRY EXPANSION ANCHORS SHALL MEET THE FOLLOWING

MINIMUM REQUIREMENTS UNLESS NOTED OTHERWISE.

ALL ULTIMATE LOADS (LRFD) ARE PROVIDED FOR MINIMUM MASONRY PRISM STRENGTH OF f'm=1,500PSI AND MINUM EDGE

DISTANCE OF 4 INCHES FROM EDGE OF BLOCK

4. ALL MASONRY EPOXY ANCHORS TO BE USED SHALL HAVE AN ICC-ES REPORT AND MEET THE REQUIREMENTS OF ACI 530. ANCHORS

SHALL BE APPROVED FOR SEISMIC LOADS FOR FULLY GROUTED CELLS. PRODUCT DATA SHALL BE SUBMITTED TO THE ENGINEER FOR

APPROVAL. ANCHORS SHALL BE INSTALLED PER ICC-ES REPORT AND MANUFACTURERS RECOMMENDATIONS. MASONRY EPOXY ANCHORS

SHALL BE APPROVED FOR HOLLOW UNREINFORCED MASONRY. MASONRY EPOXY ANCHORS SHALL MEET THE FOLLOWING MINIMUM

REQUIREMENTS.

ALL ULTIMATE LOADS (LRFD) ARE PROVIDED FOR MINIMUM MASONRY PRISM STRENGTH f'm=1,500PSI AND MINIMUM EDGE

DISTANCE OF 4" FROM EDGE OF BLOCK AND FULLY GROUTED

5. CONCRETE SCREWS SHALL HAVE AN ICC-ES REPORT AND MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE.

CONCRETE SCREWS SHALL BE APPROVED FOR BOTH UNCRACKED AND CRACKED CONCRETE. CONCRETE SCREWS SHALL BE APPROVED

FOR SEISMIC LOADS. PRODUCT DATA SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. CONCRETE SCREWS SHALL BE

INSTALLED PER THE ICC-ES REPORT AND THE MANUFACTURES RECOMMENDATIONS.

ALL ULTIMATE LOADS (LRFD) ARE PROVIDED FOR NORMAL WEIGHT UNCRACKED CONCRETE WITH f'c=400PSI

6. ALL POWER ACTUATED FASTENERS TO BE USED, SHALL HAVE AN ICC-ES REPORT IN ACCORDANCE WITH THE PROVISIONS OF ICC- ES

ESR-2269. FASTENERS SHALL BE APPROVED FOR SEISMIC LOADS. PRODUCT DATA SHALL BE SUBMITTED TO THE ENGINEER FOR

APPROVAL. FASTENERS SHALL BE INSTALLED PER THE ICC-ES REPORT AND MANUFACTURES RECOMMENDATIONS. POWER ACTUATED

FASTENERS SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS UNLESS NOTED OTHERWISE.

ALL ALLOWABLE LOADS (LRFD) ARE PROVIDED FOR NORMAL WEIGHT CONCRETE WITH f'c=400PSI

ALL ALLOWABLE LOADS ARE PROVIDED FOR 1/2" THICK ASTM A36 STEEL

3/8" CEA

DESIGNATION

ON PLAN

ULTIMATE NON-SEISMIC

SHEAR LOAD

3,005 LBS

12,450 LBS

22,000 LBS

1/2" CEA

3/4" CEA

MINIMUM

EMBEDMENT

ULTIMATE NON-SEISMIC

TENSILE LOAD

2,070 LBS

4,534 LBS

8,780 LBS

/O

/O

/O

2"

3-1/4"

4-3/4"

3/8" EA

DESIGNATION

ON PLAN

ULTIMATE

SHEAR LOAD

10,460 LBS

18,595 LBS

37,265 LBS

1/2" EA

3/4" EA

MINIMUM

EMBEDMENT

ULTIMATE

TENSILE LOAD

4,855 LBS

8,635 LBS

17,305 LBS

/O

/O

/O

3-3/8"

4-1/2"

6-3/4"

THREADED ANCHOR RODS

NO.3EA

DESIGNATION

ON PLAN

ULTIMATE

SHEAR LOAD

12,330 LBS

21,915 LBS

34,245 LBS

NO.4EA

NO.5EA

REBAR SIZE ULTIMATE

TENSILE LOAD

5,725 LBS

10,175 LBS

15,900 LBS

#3

#4

#5

EPOXY EMBEDDED REBARMINIMUM

EMBEDMENT

4-1/2"

6"

7-1/2"

49,310 LBSNO.6EA 22,895 LBS#6 9"

3/8" MEA

DESIGNATION

ON PLAN

ULTIMATE

SHEAR LOAD

4,040 LBS

4,320 LBS

3,300 LBS

1/2" MEA

3/4" MEA

MINIMUM

EMBEDMENT

ULTIMATE

TENSILE LOAD

3,120 LBS

3,620 LBS

6,850 LBS

/O

/O

/O

2-1/2"

3-1/2"

4-3/4"

3/8" MEA

DESIGNATION

ON PLAN

ULTIMATE

SHEAR LOAD

4,250 LBS

7,475 LBS

20,450 LBS

1/2" MEA

3/4" MEA

MINIMUM

EMBEDMENT

ULTIMATE

TENSILE LOAD

6,200 LBS

10,175 LBS

19,050 LBS

/O

/O

/O

3-3/8"

4-1/2"

6-3/4"

1/4" CS

DESIGNATION

ON PLAN

ULTIMATE

SHEAR LOAD

2,825 LBS

8,400 LBS3/8" CS

MINIMUM

EMBEDMENT

ULTIMATE

TENSILE LOAD

1,930 LBS

3,900 LBS

/O

/O

2-1/2"

3-1/4"

POST INSTALLED ANCHORS

0.157 1PAF

DESIGNATION

ON PLAN

ALLOWABLE

SHEAR LOAD

225 LBS

420 LBS

MINIMUM

DIAMETER

ALLOWABLE

TENSILE LOAD

170 LBS

325 LBS

/O 0.157"

0.157"

POWER ACTUATED FASTENERS IN CONCRETEMINIMUM

EMBEDMENT

0.157 1-1/2PAF/O

1"

1-1/2"

0.157 PAF

DESIGNATION

ON PLAN

ALLOWABLE

SHEAR LOAD

720 LBS

MINIMUM

DIAMETER

ALLOWABLE

TENSILE LOAD

778 LBS/O 0.157"

POWER ACTUATED FASTENERS IN STEELMINIMUM

EMBEDMENT

GREATHER THAN

MATERIAL

THICKNESS

STRUCTURAL INSPECTION AND TESTING

1. STRUCTURAL INSPECTIONS SHALL BE PROVIDED IN ACCORDANCE WITH CHAPTER 17 OF THE 2012 IBC.

2. IT IS THE GENERAL CONTRACTORS RESPONSIBILITY TO SCHEDULE AND COORDINATE THE PERFORMANCE OF INSPECTIONS AND TESTING IN

ACCORDANCE WITH THE SPECIFICATIONS, BUILDING CODE AND THE SPECIAL INSPECTION SCHEDULES.

3. SPECIAL INSPECTION AND TESTING SHALL BE PERFORMED BY A QUALIFIED PERSON OR AGENCY THAT IS APPROVED BY THE BUILDING

OFFICIAL. INSPECTIONS PROVIDED BY LOCAL BUILDING OFFICIALS SHALL NOT BE CONSIDERED A SUBSTITUTION FOR SPECIAL INSPECTIONS

OR TESTING REQUIREMENTS.

4. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:

A. THE SPECIAL INSPECTOR SHALL INSPECT THE WORK AS REQUIRED BY THE SPECIAL INSPECTION SCHEDULES TO ENSURE THAT THE

WORK IS IN ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS.

B. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE GENERAL CONTRACTOR. THE GENERAL

CONTRACTOR SHALL IMPLEMENT A TIMELY PLAN TO CORRECT ANY DISCREPANCIES. IN THE EVENT THE DISCREPANCIES ARE NOT

CORRECTED, THE ENGINEER, ARCHITECT AND BUILDING OFFICIAL SHALL BE NOTIFIED.

C. THE SPECIAL INSPECTOR SHALL PROVIDE INSPECTION REPORTS TO THE GENERAL CONTRACTOR, ARCHITECT, ENGINEER AND THE

BUILDING OFFICIAL IN A TIMELY MANNER.

REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION TASK

CONTINOUS

DURING TASK

LISTED

PERIODICALLY

DURING TASK

LISTED

IBC

REFERENCE

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATION ARE ADEQUATE TO ACHIEVE

THE DESIGN BEARING CAPACITY

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL

3. PERFORM CLASSIFICATION AND TESTING OF CONTROLLED FILL MATERIALS

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS DURING

PLACEMENT AND COMPACTION OF COMPACTED FILL.

5. PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE SUBGRADE AND VERIFY

THAT SITE HAS BEEN PREPARED PROPERLY

1705.6X

X

X

X

X

REQUIRED VERIFICATION AND INSPECTION

OF DRIVEN DEEP FOUNDATION ELEMENTS

VERIFICATION AND INSPECTION TASK

CONTINOUS

DURING TASK

LISTED

PERIODICALLY

DURING TASK

LISTED

IBC

REFERENCE

1. VERIFY ELEMENT MATERIALS, SIZES, AND LENGTHS COMPLY WITH REQUIREMENTS

2. DETERMINE CAPACITIES OF TEST ELEMENTS AND CONDUCT ADDITIONAL

LOAD TESTS, AS REQUIRED.

3. OBSERVE DRIVING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE

RECORDS FOR EACH ELEMENT

4. VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM TYPE AND SIZE OF

HAMMER, RECORD NUMBER OF BLOWS PER FOOT OF PENETRATION, DETERMINE

REQUIRED PENETRATIONS TO ACHIEVE DESIGN CAPACITY, RECORD TIP AND BUTT

ELEVATIONS AND DOCUMENT ANY DAMAGE TO FOUNDATION ELEMENTS

1705.7

1705.7

1705.7

X

5. FOR STEEL ELEMENTS, PERFORM ADDITIONAL INSPECTIONS IN ACCORDANCE WITH

SECTION 1705.2.

6. FOR CONCRETE ELEMENTS AND CONCRETE-FILLED ELEMENTS, PERFORM

ADDITIONAL INSPECTIONS IN ACCORDANCE WITH SECTION 1705.3

7. FOR SPECIALTY ELEMENTS, PERFORM ADDITIONAL INSPECTIONAS AS DETERMINED

BY THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE

1705.7X

X

X

1705.7

1705.7

1705.7


OF CAST-IN-PLACE DEEP FOUNDATION ELEMENTS

VERIFICATION AND INSPECTION TASKCONTINOUS

DURING TASK

LISTED

PERIODICALLY

DURING TASK

LISTED

IBC

REFERENCE

1. OBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE

RECORDS FOR EACH ELEMENT1705.8X

2. VERIFY PLACEM,ENT LOCATIONS AND PLUMBNESS, CONFIRM ELEMENT DIAMETERS,

BELL DIAMETERS (IF APPLICABLE), LENGTH, EMBEDMENT INTO BEDROCK (IF

APPLICABLE) AND ADEQUETE END-BEARING STRATA CAPACITY. RECORD

CONCRETE OR GROUT VOLUMES

1705.8X

3. FOR CONCRETE ELEMENTS, PERFRORM ADDITIONAL INSPECTIONS IN ACCORDANCE

WITH SECTION 1705.31705.8


OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION TASK PERIODICALLY

DURING TASK

LISTED

IBC SECTION REFERENCE

STANDARD

1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING

TENDONS AND PLACEMENT

CONTINOUS

DURING TASK

LISTED

FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA

XACI 318:

3.5,7.1-7.7

2. INSPECTION OF REINFORCING STEEL, WELDING IN ACCORDANCE

WITH TABLE 1705.2.2, ITEM 2b.

AWS D1.4

ACI 318: 3.5.2

3. INSPECTION OF ANCHORS CAST IN CONCRETE WHERE

ALLOWABLE LOADS HAVE BEEN INCREASED OR WHERE

STRENGTH DESIGN IS USED.

ACI 318:

8.1.3, 21.2.8

1908.5,

1909.1X

4. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED

CONCRETE MEMBERS

ACI 318: 3.8.6,

8.1.3, 21.1.8X

5. VERIFY USE OF REQUIRED DESIGN MIX ACI318:CH. 4, 5.2,

5.4

1910.10

X

6. AT A TIME FRESH CONCRETE IS SAMPLED TO FABRICATE

SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND

AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE

OF THECONCRETE.

ASTM C172

ASTMC31

ACI318: 5.6, 5.8X

7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUESX

ACI 318:

5.9, 5.10

8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES

1910.6, 1910.7,

1910.8

X 1910.9ACI 318:

5.11-5.13

9. INSPECTION OF PRESTRESSED CONCRETE:

a. APPLICATION OF PRESTRESSING FORCES

b. GROUTING OF BONDED PRESTRESSING TENDONS IN

THE SEISMIC-FORCE-RESISTING-SYSTEM

10. ERECTION OF PRECAST CONCRETE MEMBERS

11. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO

STRESSING OF TENDONS IN POST-TENSIONED CONCRETE AND

PRIOR TO REMOVAL OF SHORING AND FORMS FROM BEAMS AND

STRUCTURAL SLABS.

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS

OF THE CONCRETE MEMBER DEING FORMED

X

X

X

ACI 318:

18.18.4

ACI 318:

CH. 16

ACI 318:

6.1.1

ACI 318: 6.2

X

X

1705.6

1705.6

1705.6

1705.6

1910.4

1909.1

1904.2, 1910.1,

1910.3

ACI 318: 18.20

FOR SI: 1 INCH = 25.4mm

a. WHERE APPLICABLE, SEE ALSO SECTION 1705.11, SPECIAL INPECTIONS FOR SEISMIC RESISTANCE

b. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY

AN APPROVED SOURCE IN ACCORDANCE WITH ACI 355.2 OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC

REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN

PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF THE WORK.

SPECIAL INSPECTION AND VERIFICATION

OF STEEL CONSTRUCTION

VERIFICATION AND INSPECTION TASKPERIODIC IBC SECTION REFERENCE

STANDARDCONTINOUS

FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA

1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS

AND WASHERS:

a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM

STANDARDS SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS.X 1705.2.2

APPLICABLE ASTM

MATERIAL

STANDARDS

b. MANUFACTURE'S CERTIFIED TEST REPORTS. X 1705.2.2

2. INSPECTION OF WELDING:

a. COLD-FORMED STEEL DECK:

1) FLOOR AND ROOF DECK WELDS

b. REINFORCING STEEL:

1) VERIFICATION OF WELDABILITY OF

REINFORCING STEEL OTHER THAT

ASTM A 706.

2) REINFORCING STEEL RESISTING FLEXURAL

AND AXIAL FORCES IN INTERMEDIATE AND

SPECIAL MOMENT FRAMES, AND BOUNDARY ELEMENTS

OF SPECIAL WALLS OF

CONCRETE AND SHEAR REINFORCEMENT

3) SHEAR REINFORCEMENT

4) OTHER REINFORCING STEEL

X 1705.2.2 AWS D1.3

1705.2.2

X

X

X

X

1705.2.2

1705.2.2

1705.2.2

1705.2.2

AWS D1.4

ACI 318

SECTION 3.5.2

FOR SI: 1 INCH = 25.4 mm

a. WHERE APPLICABLE, SEE ALSO SECTION 1705.11, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE.

MICHAEL A.

STUBBS, PE

NEW MEXICO

PE NO.

16814

FORIN

TER IM REV IEW

ONL Y

NOITCURTSNOCRO

F

TO

N

STUBBSENGINEERING, INC.

277 E. AMADOR AVE.,

SUITE 200

LAS CRUCES, NM 88001PH: (575) 993-5228

This document may not be reproduced in whole or part by any means, electronic or otherwise without the explicit written permission of Williams Design Group, Inc. All reports, plans, specifications, computer files, field data and other documents and instruments prepared by the Architect as instruments of service shall remain the property of the Architect. The Architect shall retain all common law, statutory, and other reserved rights, including the copyright thereto.

Copyright 2016 © Williams Design Group, Inc. All rights reserved.

WILLIAMS DESIGN DROUP INC1014 SOUTH MAIN STREETLAS CRUCESNEW MEXICO 88005P. 575.528.0022F. 575.528.0023

SHEET NO.

SHEET TITLE

ISSU

E:

08/11/16

SEI JOB NO.: W01-035

Drawn By:Author

Checked By:Checker

PROJECT NO.206-88

S-1

STRUCTURAL NOTES

Issue D

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NM

88003

& - AND

@ - AT

° - DEGREE

- DIAMETER

ALT. - ALTERNATE

ALUM. - ALUMINUM

ANSI. - AMERICAN NATIONAL STANDARDS

INSTITUTE

APPROX. - APPROXIMATE

ARCH. - ARCHITECTURAL

ASTM. - AMERICAN SOCIETY FOR TESTING

AND MATERIALS

AWS - AMERICAN WELDING SOCIETY

B/F - BOTTOM OF FOOTING

BLDG. - BUILDING

BOT. - BOTTOM

BRG. - BEARING

CANT. - CANTILEVER

CEA - CONCRETE EXPANSION ANCHOR

CIP. - CAST IN PLACE

CJ - CONTROL JOINT

- CENTERLINE

CLR. - CLEARANCE

CMU - CONCRETE MASONRY UNIT

COL. - COLUMN

CONC. - CONCRETE

CONST. - CONSTRUCTION

CONT. - CONTINUOUS

CONX. - CONNECTION

COORD. - COORDINATE

DBL. - DOUBLE

DEMO. - DEMOLISH; DEMOLITION

DET. - DETAIL

DIM. - DIMENSION

DWG. - DRAWING

EA - EPOXY ANCHOR

EJ - EXPANSION JOINT

EL - ELEVATION

EXIST. - EXISTING

EQ. - EQUAL

FIN. - FINISH

FLR. - FLOOR.

F.V. - FIELD VERIFY

HAS - HEADED ANCHOR STUD

FT. - FEET

FTG. - FOOTING

ga. - GAGE

GALV. - GALVANIZED

GR. - GRADE

HORIZ. - HORIZONTAL

HSS - HOLLOW STEEL SECTION

lb. - POUNDS

LT. - LIGHT

LLH - LONG LEG HORIZONTAL

LLV - LONG LEG VERTICAL

JST. - JOIST

MAX. - MAXIMUM

MCJ - MASONRY CONTROL JOINT

MFG. - MANUFACTURE

MIN. - MINIMUM

NTS - NOT TO SCALE

OPP. - OPPOSITE

PCP. - PRECAST CONCRETE PANEL

PEN. - PENETRATION

- PLATE

PREFAB. - PREFABRICATED

REFER - REFERENCE

REINF. - REINFORCE, REINFORCEMENT

SCH. - SCHEDULE

SIM. - SIMILAR

SPEC. - SPECIFICATION

SQ. - SQUARE

STD. - STANDARD

STRL. - STRUCTURAL

TOS - TOP OF STEEL

TOW - TOP OF WALL

TYP. - TYPICAL

VERT. - VERTICAL

WWF - WELDED WIRE FABRIC

PL

CL

/O

ABBREVIATIONS

Mark

Date

Description

B

A

1 2

3S-3

4S-3

5S-3

28'-0"

3'-6

"3'-6

"3'-6

"3'-6

"3'-6

"3'-6

"3'-6

"3'-6

"

5'-0"

1

2

2

45.00°

1'-0"

2'-0"

4

4

CL

GRID GRID

HSS6x6x1/4

HSS6x4x1/4

HSS6x4x1/4

HSS6x4x1/4

HSS6x4x1/4

HSS6x4x1/4

HSS6x4x1/4

HSS6x4x1/4

HSS6x4x1/4

HSS6x6x1/4

HSS4X4X1/4

HSS6x4x1/4

HSS6x4x1/4

HSS6x4x1/4 HS

S6x4x1/4

HSS6x4x1/4

HSS6x4x1/4

HSS6x4x1/4

HSS6x4x1/4

HSS6x4x1/4

28'-0"

3'-6" 3'-6" 3'-6" 3'-6" 3'-6" 3'-6" 3'-6" 3'-6"

4'-6

" TYP.

BOT. OF FTG. EL -

96'-0"

3

ALL DIMENSIONS ARE TO FACE OF CONCRETE UNLESS NOTED

OTHERWISE.

EXISTING CONSTRUCTION SHOWN IS PER AVAILABLE INFORMATION.

CONTRACTOR SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES.

PLAN NOTES

- /---

MICHAEL A.

STUBBS, PE

NEW MEXICO

PE NO.

16814

FORIN

TER IM REV IEW

ONL Y

NOITCURTSNOCRO

F

TO

N


277 E. AMADOR AVE.,

SUITE 200

LAS CRUCES, NM 88001PH: (575) 993-5228




SHEET NO.

SHEET TITLE

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Drawn By:Author

Checked By:Checker

PROJECT NO.206-88

S-2

STRUCTURAL PLANS

Issue D

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NM

88003

SCALE: 3/8" = 1'-0"

FOUNDATION PLAN

ISOMETRIC

SCALE: 3/8" = 1'-0"

ELEVATION

1 . 2-1/2" NORMAL WEIGHT CONCRETE OVER 1-1/2", 22 B

DECK (TOTAL THICKNESS = 4") WITH WWF6x6-W1.4xW1.4

MESH IN CENTER OF SLAB

2 . 4" CONCRETE SLAB WITH WWF6x6-W1.4xW1.4 MESH IN

CENTER OF SLAB OVER PREPARED SUBGRADE. REFERENCE

STRUCTURAL NOTES

3 . HSS 1x1x1/8 @ 4" O.C. TYPICAL

4 . BENCHMARK LOCATION - REFER LANDSCAPE PLAN

KEY NOTES

Mark

Date

Description

GRID

HSS BOTTOM CHORD - REFER

ELEVATION TYP.

HSS COLUMN - REFER

ELEVATION

CONT. L6x4x/1 4

3'-0"

2'-0" 3"

EQ. 1'-0" EQ.

CONT. #3

#5 DOWEL W/ STD HOOK @ 12"

O.C. EACH FACE

PREPARED SUBGRADE - REFER

STRL. NOTES

1'-0

"

SLAB - REFER PLAN TYP.

#5 @ 12" O.C. EACH WAY

" CAP /1 4 PL

CONTINUOUS #5 @ 12" O.C. "x6"x8" EMBED W/ 2- " HAS/1 4 PL /3 4 /O

3"3"

2" 4" 2"

BOT. OF FTG. EL -

REFER PLAN

HSS COLUMN - REFER ELEVATION

L6x4x /1 4

1/4

SLIDE BEARING - REFER STRL. NOTESPL

GRIDSLAB - REFER PLAN

1'-4" 8" 3"

3'-0"

1'-0

"

BOT. OF FTG. EL -

EQ. 1'-0" EQ.

CONT. #3

CONT. L6x4x/1 4

#5 DOWEL W/ STD HOOK @ 12"

O.C. EACH FACE

PREPARED SUBGRADE - REFER

STRL. NOTES

CONTINUOUS #5 @ 12" O.C.

#5 @ 12" O.C. EACH WAY

GRID

SLAB - REFER PLAN

HSS - REFER ELEVATION TYP.

HSS - REFER ELEVATION

CONT. L6x4x/1 4

HSS TOP CHORD - REFER ELEVATION

1/4G

3/16TYP.

G

HSS - REFER PLAN

STEEL SHOWN IN THIS DETAIL

SHALL MEET THE REQUIREMENTS

OF ARCHITECTURALLY EXPOSED

STRUCTURAL STEEL

1/4 2@12BOTTOM CHORD

1/4 2@12

F'C (PSI) SPLICE TYPEBAR SIZE

CONCRETE REINFORCING SPLICE SCHEDULE

TOP BARS 28

22

24

#3

37

29

32

#4

47

36

40

#5

56

43

48

#6

81

63

70

#7

93

72

80

#8

19

22

17

25

29

22

31

36

28

37

43

33

54

63

49

62

72

55

20

15

26

20

33

25

40

31

58

44

66

51

NOTES:

1. ALL REBAR SPLICE LENGTHS (Ld) PROVIDED ARE IN INCHES.

2. TOP BARS ARE DEFINED AS HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER

BELOW THE BAR.

3. THE SPLICE LEGTHS GIVEN SHALL BE USED FOR BEAMS, JOISTS, COLUMNS WALLS, SLABS AND FOOTINGS.

4. WHEN THE CLEAR SPACING BETWEEN BARS IS LESS THAN 2 BAR DIAMETERS AND/OR THE CLEAR COVER IS LESS THAN 1 BAR DIAMETER,

MULTIPLY THE SPLICE LENGTH IN THE TABLE BY 1.50.

5. WHEN SPLICING BARS OF DIFFERENT SIZE, USE THE SPLICE LENGTH OF THE LARGER BAR.

Ld

300

400

500

600

OTHER BARS

TOP BARS

OTHER BARS

TOP BARS

OTHER BARS

TOP BARS

OTHER BARS

105

81

91

#9

70

81

63

74

57

118

91

102

#10

79

91

70

83

64

REBAR SIZE90° HOOK

REBAR STANDARD HOOKS

J (IN.)

Fc' = 3000PSI 9

NOTES:

1. THE HOOK DIMENSIONS GIVEN SHALL BE USED FOR BEAMS, JOISTS, COLUMNS, WALLS, SLABS AND FOOTINGS.

2. HOOKS SHALL BE ROTATED TO FIT IN SPACE AND MAINTAIN ADEQUATE COVER. NO NOT CUT HOOK WITHOUT

WRITTEN PERMISSION FROM THE ENGINEER.

H

MINIMU

M EM

BEDM

ENT

J

D D

L

J

L

H

MINIMU

M EM

BEDM

ENT

90° HOOK

90.00°

180° HOOK

FACE OF CONCRETE

#3

#4

#5

#6

#7

#8

#9

#10

D (IN.)

2

3

6

/1 4

3 /3 4

4 /1 2

5 /1 4

9 /1 2

10/3 4

6

8

10

12

14

16

19

22

L (IN.)

6

9

12

15/1 4

13/1 2

10/1 2

7 /1 2

4 /1 2

H (IN.)

Fc' = 4000PSI 7

Fc' = 3000PSI 11

Fc' = 4000PSI 10

Fc' = 3000PSI 14

Fc' = 4000PSI 12

Fc' = 3000PSI 17

Fc' = 4000PSI 15

Fc' = 3000PSI 19

Fc' = 4000PSI 17

Fc' = 3000PSI 22

Fc' = 4000PSI 19

Fc' = 3000PSI 25

Fc' = 4000PSI 22

Fc' = 3000PSI 28

Fc' = 4000PSI 24

180° HOOK

J (IN.)

Fc' = 3000PSI 63

4

5

6

7

8

L (IN.)

2

3

4

5 /1 4

4 /1 2

3 /1 2

2 /1 2

1 /1 2

H (IN.)

Fc' = 4000PSI 6

Fc' = 3000PSI 7

Fc' = 4000PSI 7

Fc' = 3000PSI 7

Fc' = 4000PSI 7

Fc' = 3000PSI 8

Fc' = 4000PSI 8

Fc' = 3000PSI 9

Fc' = 4000PSI 9

Fc' = 3000PSI 10

Fc' = 4000PSI 10

Fc' = 3000PSI 12

Fc' = 4000PSI 12

Fc' = 3000PSI 14

Fc' = 4000PSI 1413/1 4

11/3 4

MICHAEL A.

STUBBS, PE

NEW MEXICO

PE NO.

16814

FORIN

TER IM REV IEW

ONL Y

NOITCURTSNOCRO

F

TO

N


277 E. AMADOR AVE.,

SUITE 200

LAS CRUCES, NM 88001PH: (575) 993-5228




SHEET NO.

SHEET TITLE

ISSU

E:

08/11/16


Drawn By:GH

Checked By:GH

PROJECT NO.206-88

S-3

STRUCTURAL DETAILS

Issue D

ate

HE

RIT

AG

E F

AR

M W

AL

KIN

G T

RA

IL

NEW

MEXIC

O S

TATE U

NIV

ERSIT

Y

LAS C

RU

CES,

NM

88003

SCALE: 3/4" = 1'-0"3 SCALE: 3/4" = 1'-0"4 SCALE: 3/4" = 1'-0"5

SCALE: N.T.S.1CONCRETE REINFORCING SPLICE SCHEDULE

SCALE: N.T.S.2REBAR STANDARD HOOKS

Mark

Date

Description

LOAD DESCRIPTION BKR BKR BKR CKT LOAD DESCRIPTIONFUTURE LIGHTS 1 1P20 1P20 2 IRRIGATION CONTROLLERFUTURE LIGHTS 3 1P20 1P20 4 LOCAL SERVICE RECEPTACLEFUTIURE LIGHTS 5 1P20 6 SPACESPACE 7 8 SPACE

PANEL LP1, NEMA 3R, 100 A MLO, 10 KAIC, 8 BREAKER SPACES

NEW MEXICO STATE UNIVERSITY LAS CRUCES, NM …...HERITAGE FARM WALKING TRAIL NEW MEXICO STATE...

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Transcript of NEW MEXICO STATE UNIVERSITY LAS CRUCES, NM …...HERITAGE FARM WALKING TRAIL NEW MEXICO STATE...