ORTHOPEDIC CENTER CLINIC - SKYPOINT INGENIOUS DESIGN & CONSTRUCTION
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SKYPOINT
ORTHOPEDIC CENTER
CLINIC
INGENIOUS DESIGN &
CONSTRUCTION
Team: Alex Walther, Soamiya Chavez, Joaquin Martinez,
Luis Noriega, Ruendy Castillo, Danielle Uhl
Mentor: Jennifer Greenleaf – Dekker, Perich, Sabatini
PROJECT OVERVIEW
Skypoint Orthopedic Center Clinic
❖ 22,000 sq. ft. single story building
❖ Supports a medical facility with pre and post operational services
❖ Includes offices and a therapy center.
Design Basis and Loads
❖ Alternatives & Recommended Decision
❖ Structural Design
▪ Column Grid
▪ Load Path
▪ Structural Details
❖ Project Management
▪ Project Schedule
▪ Cost Estimate
▪ Construction WBS
2
PROJECT TEAM
Principal Officers:
❖ Soamiya A. Chavez, Lead Structural Engineer
❖ Ruendy Castillo, Structural Design Engineer
❖ Joaquin Martinez, Structural Design Engineer
❖ Luis Noriega, Structural Design Engineer and
Designer Drafter
❖ Danielle Uhl, Structural Design Engineer
❖ Alex Walther, Estimator, Scheduler, and Project
Manager
Mentor:
❖ Jennifer Greenleaf, Mentor – Dekker Perich Sabatini
3
ORGANIZATION CHART
4
LOCATION AND SITE PLAN
525 NORTH SWITZER CANYON DRIVE
FLAGSTAFF, AZ 86001
Located in the downtown area of Flagstaff, AZ
Surrounded by residential and commercial
subdivisions.
Determine:
❖ Groundwater Potential
❖ Frost line
❖ Soil types
❖ Flooding
❖ Elevation distribution
5
LOCATION PARAMETERS
6
LOCATION PARAMETERS
DESIGN BASIS
Codes Used:
• The International Building Code
2015 (IBC)
• The American Society of Civil
Engineers Minimum Design Loads
for Buildings and Other Structures
(ASCE 7-10)
• The American Institute of Steel
Construction Manual Specification
for Structural Steel Buildings (AISC
360-15)
• The Masonry Society (TMS
402/602)
8
LOADS
❖ Ultimate Wind Design Speed: 115 mph
❖ Seismic Design Category: C
❖ Risk Category: II
❖ Site Class: C
❖ Seismic Acceleration: SDS = 0.361g, SD1 = 0.163g
❖ Frost Line Depth: 30 inches
❖ Dead Load:
▪ Roof: 20 psf. (including solar panels)
❖ Live Load:
▪ Offices: 50 psf.
❖ Wind Pressure: 24.8 psf.
❖ Ground Snow Load: 60 psf.
❖ Roof Snow Load: 42 psf.
❖ Snow Drift Load: 53 psf.
❖ Uniform factored load on roof: 108 psf
❖ Uniform factored load on roof with snowdrift: 193 psf
9
ALTERNATIVES
❖Insulated Concrete Forms (ICFs)
❖Steel framing
❖Concrete Masonry Units (CMUs)
❖Double glazed windows
❖Single glazed windows
❖Rainwater harvester
❖Solar Panels
10DECISION MATRIX
11RECOMMENDATION BASED ON DESIGN
CONSIDERATIONS
❖ Insulated Concrete Forms (ICFs)
❖ Steel framing
❖ Double glazed windows
❖ Rainwater harvester
❖ Solar Panels
12COLUMN GRID LAYOUT
13LOAD PATH
14SIZING EXAMPLE
15JOIST, GIRDER AND COLUMN TABLES
Table 1: Joist Sizes Table 2: Girder Sizes
Table 3: Column Sizes
16STRUCTURAL DETAILS: JOIST/GIRDER
CONNECTIONS
17STRUCTURAL DETAILS: COLUMN
CONNECTIONS
Flexural Buckling:
18STRUCTURAL DETAILS: BASE PLATE
19STRUCTURAL DETAILS:WALL
20STRUCTURAL DETAILS: FOOTING
21PROJECT MANAGEMENT
Construcatbility
Schedule
Review
Estimate WBS
22ESTIMATES
23SCHEDULE
Original
Recommended
alternatives
24CONSTRUCTION WBS
25FUTURE WORK
❖Slab on grade
❖Footing under perimeter wall
❖Connections at all steel members
❖Connections at masonry wall
❖Lintels at masonry openings
❖Brace frame
❖Canopy at Entrance
❖Serviceability Limits
❖ICF Wall Design
❖Diaphragm Design
❖Rebar design for footings
26PROJECT SUMMARY
❖ Design Basis and Loads
❖ Alternatives & Recommended Decision
❖ Structural Design
❖ Column Grid
❖ Load Path
❖ Structural Details
❖ Project Management
❖ Project Schedule
❖ Cost Estimate
❖ Construction WBS
27PRODUCED BY AN AUTODESK STUDENT VERSION
SKY POINT ORTHOPEDIC CENTER CLINIC
UNM ALBUQUERQUE, NM
87131
SCOPE OF WORK SHEET # DRAWING TITLE
SKYPOINT
The project will consist of a one-story, medical facility with a plan area ORTHOPEDIC
G-0001 COVER SHEET
of approximately 25,000 square feet to be constructed on a 4.14-acre
lot as per design guidelines. The structure will consist of steel framing, CENTER CLINIC
G-0002 SYMBOLS AND ABBREVIATIONS
ICFs, and/or concrete and masonry with a slab-on-grade floor and a
total maximum height of 22.5 ft. Maximum wall and column loads are
S-0001 STRUCTURAL NOTES
PRODUCED BY AN AUTODESK STUDENT VERSION
calculated to be 60 kips and 200 kips, respectively.
PRODUCED BY AN AUTODESK STUDENT VERSION
S-0002 STRUCTURAL NOTES FLAGSTAFF, ARIZONA
S-0003 STRUCTURAL NOTES
S-0004 STRUCTURAL NOTES SCALE: N/A
ENGINEER: IDC
APPLICABLE CODES S-1001 STRUCTURAL PLAN
DRAWN BY: LN
1. The International Building Code 2015 (IBC) S-5001 STRUCTURAL DETAILS CHECKED BY: SC
2. The American Society of Civil Engineers Minimum Design Loads DATE: 5/06/2020
for Buildings and Other Structures (ASCE 7-10) S-5002 STRUCTURAL DETAILS
3. The American Institute of Steel Construction Manual Specification
for Structural Steel Buildings (AISC 360-15)
REVISIONS: 0
4. American Concrete Institute Building Code Requirements for
Structural Concrete (ACI 318-14)
5. American Concrete Institute Building Code Requirements and NOT FOR CONSTRUCTION
Specifications for Masonry Structures (ACI 530-13)
DRAWING TITLE:
COVER
SHEET
DRAWING NO:
G-0001
1 OF 9
PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION
UNM ALBUQUERQUE, NM
8" INDICATES DIMENSION 87131
ANNOTATE INDICATES ANNOTATION
INDICATES ELEVATION MARKER
N
INDICATES NORTH ARROW
SKYPOINT
INDICATES JOIST
INDICATES BRACING
ORTHOPEDIC
INDICATES CMU WALL
INDICATES GIRDER
CENTER CLINIC
INDICATES COLUMN
PRODUCED BY AN AUTODESK STUDENT VERSION
PRODUCED BY AN AUTODESK STUDENT VERSION
FLAGSTAFF, ARIZONA
SCALE: N/A
ENGINEER: IDC
DRAWN BY: LN
CHECKED BY: SC
DATE: 5/06/2020
REVISIONS: 0
NOT FOR CONSTRUCTION
DRAWING TITLE:
STRUCTURAL
SYMBOLS AND
ABBREVIATIONS
DRAWING NO:
G-0002
2 OF 9
PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION
GENERAL CRITERIA
1. COORDINATION WITH OTHER DRAWINGS
B. SHOP DRAWINGS SHALL INCLUDE ITEMS BY THE SPECIFICATIONS AND THE FOLLOWING, AS APPLICABLE:
A.DRAWINGS OTHER THAN STRUCTURAL FOR KINDS OF FLOOR FINISH AND THEIR LOCATION, a. DESIGNATION OF THE MEMBERS AND CONNECTIONS THAT ARE PART OF THE SEISMIC
DEPRESSIONS IN FLOOR SLABS, OPENINGS IN WALLS AND FLOORS REQUIRED BY ARCHITECTURAL LATERAL RESISTING SYSTEM (SLRS)
FEATURES, WALKS, RAMPS, STARS, CURBS, ETC
b. CONNECTION MATERIAL SPECIFICATIONS
B. HOLES AND OPENINGS THROUGH WALLS BEAMS, AND FLOORS FOR DUCTS, PIPING AND VENTILATION
c. LOCATIONS OF DEMAND CRITICAL SHOP WELDS
SHALL BE CHECKED BY THE CONTRACTOR, WHO SHALL VERIFY SIZES AND
d. LOCATIONS AND DIMENSIONS OF PROTECTED ZONES
LOCATIONS OF SUCH HOLES OR OPENINGS WITH THE PLUMBING, HVAC, ELECTRICAL
e. GUSSET PLATES DRAWN TO SCALE WHEN THEY ARE DETAILED TO ACCOMMODATE
DRAWINGS AND THE SUB-CONTRACTORS
INELASTIC ROTATION
C.SEE ARCHITECTURAL DRAWINGS FOR WALLS NOT SHOWN ON STRUCTURAL DRAWINGS
f. WELDING REQUIREMENTS AS SPECIFIED IN APPENDIX W, SECTION VV22
D.DISCREPANCIES: COORDINATE STRUCTURAL DRAWINGS WITH OTHER DRAWINGS FOR INDIVIDUAL
C ERECTION DRAWINGS SHALL INCLUDE ITEMS REQUIRED BY THE SPECIFICATIONS AND THE
ITEMS. DISCREPANCIES UNCOVERED, IF ANY, SHALL BE REPORTED TO THE
FOLLOWING, AS APPLICABLE
ARCHITECT BEFORE PROCEEDING WITH THE WORK a. DESIGNATION OF THE MEMBERS AND CONNECTIONS THAT ARE PART OF THE SEISMIC
E. TYPICAL EDGE OF STRUCTURE / SLAB IS SHOWN ON THE STRUCTURAL DRAWINGS CONTRACTOR TO UNM ALBUQUERQUE, NM
LATERAL RESISTING SYSTEM (SLRS)
COORDINATE LOCATIONS, DIMENSIONS AND ELEVATIONS WITH b. FIELD CONNECTION MATERIAL SPECIFICATIONS AND SIZES 87131
ARCHITECTURAL EXTERIOR WALL SECTIONS c. LOCATIONS AND DIMENSIONS OF PROTECTED ZONED
F. TYPICAL CURB DETAILS ARE SHOWN ON STRUCTURAL DRAWINGS CONTRACTOR TO COORDINATE d. LOCATIONS OF DEMAND CRITICAL FIELD WELDS
LOCATIONS WITH ARCHITECTURAL DETAILS e. LOCATIONS OF PRETENSIONED BOLTS.
G.DO NOT SCALE DRAWINGS FOR THE PURPOSE OF DETERMINING DIMENSIONS f. FIELD WELDING REQUIREMENTS AS SPECIFIED
2. INTENT IF CERTAIN CONDITIONS ARE NOT SPECIFICALLY CUT OR DETAILED IN THE CONTRACT
DOCUMENTS, THEIR CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS FOR SIMILAR CONDITIONS MATERIAL CRITERIA
SKYPOINT
CUT AND DETAILED ELSEWHERE IN THE CONTRACT DOCUMENTS.
1. STRUCTURAL STEEL: ORTHOPEDIC
3. TYPICAL DETAILS, SECTIONS, AND SCHEDULES ARE SHOWN ON SHEETS S-2 THROUGH S-2.4 AND APPLY A. ASTM A992 GRADE 50 FOR ALL WIDE FLANGE STEEL SHAPES
TO ALL CONSTRUCTION EXCEPT WHERE SHOWN DIFFERENTLY ON THE PLANS AND DETAILS
B. ASTM A36 FOR ALL STRUCTURAL AND MISCELLANEOUS STEEL CHANNELS, ANGLES BARS, PLATES, AND CENTER CLINIC
4. FOR DETAILS LOCATIONS AND NUMBER OF INSERTS. EMBEDDED ITEMS, EQUIPMENT SUPPORT PADS. CONNECTIONS UNLESS NOTED OTHERWISE
EQUIPMENT ANCHOR RODS AND SIMILAR ITEMS. REFER TO ARCHITECTURAL AND MECHANICAL C. ASTM A500 GRADE B (FY = 46 KSI) FOR ALL STRUCTURAL SQUARE AND RECTANGULAR HSS.
DRAWINGS
D. ASTM A500 GRADE B (Fy = 42 KS) FOR ALL STRUCTURAL ROUND HSS
5. NO OPENINGS. MODIFICATIONS OR REVISIONS SHALL BE MADE TO ANY MEMBERS OF THE STRUCTURAL E. ASTM A53, TYPE E OR S, GRADE B 35 KSI) FOR ALL STRUCTURAL PIPE
PRODUCED BY AN AUTODESK STUDENT VERSION
PRODUCED BY AN AUTODESK STUDENT VERSION
SYSTEM WITHOUT THE PRIOR WRITTEN APPROVAL OF THE ARCHITECT AND ENGINEER OR RECORD
F. ASTM F31 25, TYPE 1. GRADE Fl 852 OR F22BO, TWIST-OFF STYLE TENSION CONTROL BOLTS UNLESS
6. EXISTING CONDITIONS SPECIFICALLY NOTED OTHERWISE, WITH SIZES GRADE AS SHOWN ON DRAWINGS ALL BOLTS SHALL BE
TIGHTENED SO AS TO SHEAR THE SPLINE OFF THE BOLT WHERE CLEARANCES DO NOT PERMIT THE
FLAGSTAFF, ARIZONA
A.NEW CONSTRUCTION MUST BE COORDINATED WITH EXISTING SITE CONDITIONS.
USE OF TWIST-OFF STYLE BOLTS. USE ASTM F3125, TYPE 1 , GRADE A325 OR A490 BOLTS. TIGHTENED
B. LOCATE AND PROTECT ALL EXISTING UNDERGROUND FACILITIES
AND INSPECTED IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING
C.REMOVE ALL MATERIAL THAT WILL INTERFERE WITH NEW BUILDING FOUNDATIONS AS PER THE
HIGH-STRENGTH BOLTS", WITH SIZES AND GRADE AS SHOWN ON DRAWINGS
GEOTECHNICAL CONSULTANTS RECOMMENDATIONS
G. ASTM F 1554 GRADÉ 36 FOR ALL ANCHOR RODS EMBEDDED IN CONCRETE. UNLESS NOTED OTHERWISE
D. DO NOT CUT OR DRILL THROUGH EXISTING REINFORCING OR CABLE TENDONS X-RAY TO
IN DRAWINGS PROVIDE PLATE WASHERS BETWEEN ALL NUTS AND BASEPLATES
LOCATE REINFORCING OR CABLE TENDONS AT LOCATIONS REQUIRING CUTTING OR CORING PRIOR TO SCALE: N/A
START OF CONSTRUCTION. H. Pc = 6000 PSI AT 28 DAYS FOR NON-SHRINK GROUT FOR PLACEMENT UNDER COLUMN BASE PLATES
GROUT TO COMPLY WITH ASTM C 1107
E. SUBMIT REINFORCEMENT LOCATION IN CONFLICT WITH DRAWINGS TO ARCHITECT FOR REVIEW ENGINEER: IDC
I. ALL WELDING SHALL COMPLY WITH THE LATEST EDITION OF THE AWS STRUCTURAL WELDING CODE.
F. ALL DIMENSIONS OF EXISTING CONSTRUCTION ARE APPROXIMATE, CONTRACTOR SHALL
MAKE ALL NECESSARY FIELD MEASUREMENTS OF EXISTING STRUCTURES, TO VERIFY
J. ALL FIELD DRILLING SHALL BE DONE WITH A MAG DRILL FLAME CUTTING OF HOLES OR ENLARGING OF DRAWN BY: LN
UNFAIR HOLES WILL NOT BE PERMITTED
DIMENSIONS SHOWN ON DRAWINGS AND TO PROVIDE DIMENSIONS NOT SHOWN, PRIOR TO CHECKED BY: SC
K. HEADED ANCHOR STUDS AND SHEAR STUDS SHALL BE TYPE B. IN CONFORMANCE WITH AWS D1.1
FABRICATION COSTS FOR MODIFICATIONS OF NEW CONSTRUCTION, DUE TO LACK OF CONFIRMATION
STRUCTURAL WELDING CODE
OF DIMENSIONS. ANY FIELD MEASUREMENTS SHALL BE DONE BY THE CONTRACTOR DATE: 5/06/2020
G.CONTRACTORS STRUCTURAL STEEL DETAILER SHALL MAKE NECESSARY FIELD L. STRUCTURAL STEEL TO RECEIVE SHEAR CONNECTORS SHALL BE CLEAN AND FREE OF PAINT
WELDING PREQUALIFICATION REQUIRED
MEASUREMENTS OF EXISTING STRUCTURAL STEEL TO ENSURE NEW CONNECTION DETAILS SHOWN
ARE COMPATIBLE WITH EXISTING CONNECTIONS AND ARE CONSTRUCTIBLE AS DETAILED. M. STRUCTURAL STEEL TO BE FABRICATED AND ERECTED IN ACCORDANCE WITH LATEST OSHA
REGULATIONS
N. MECHANICAL PROPERTIES OF HEADED STEEL STUDS SHALL COMPLY WITH ASTM A108 AND AWS D1.1
7. STRUCTURAL STABILITY REVISIONS: 0
WELD STUDS ACCORDING TO MANUFACTURER'S RECOMMENDATIONS MANUAL ARC WELDING OF
A. THE STRUCTURE SHOWN ON THESE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER FINAL, HEADED STEEL STUDS IS NOT ALLOWED, EXCEPT AS REQUIRED BY AL'S DI 1 FOR REPAIR OF HEADED
FULLY CONSTRUCTED CONDITIONS STUDS ON WHICH A FULL 360-DEGREE FLASH HAS NOT BEEN OBTAINED. THE FOLLOWING MECHANICAL
B. PROVIDE SAFE AND ADEQUATE SHORING FOR ALL PARTS OF THE STRUCTURE DURING CONSTRUCTION PROPERTIES ARE REQUIRED
C. WHERE BACKFILL IS PLACED AGAINST WALLS, THE WALLS SHALL BE BRACED OR OTHERWISE FY= 51 KSI @ 0.2% OFFSET NOT FOR CONSTRUCTION
ADEQUATELY SHORED UNTIL PERMANENT BRACING ELEMENTS OR SLABS HAVE BEEN Fu = 65 KSI
ERECTED AND HAVE ATTAINED DESIGN STRENGTH GEOMETRIC PROPERTIES OF HEADED STUDS SHALL COMPLY W NELSON STUD WELDING H4L FOR 1/2"
DIAMETER STUDS AND NELSON STUD WELDING S3L FOR 3/4' DIAMETER STUDS
8. SUBMITTAL REQUIREMENTS O. SPLICING OF STRUCTURAL STEEL MEMBERS IS PROHIBITED WITHOUT PRIOR APPROVAL OF DRAWING TITLE:
THE ARCHITECT GENERAL
A.IN THE ABSENCE OF SPECIFIC REQUIREMENTS IN THESE NOTES OR THE SPECIFICATIONS
P. CONFORM TO THE AISC CODE OF STANDARD PRACTICE FOR ERECTION TOLERANCES FIELD
SUBMIT SHOP DRAWINGS FOR THE FOLLOWING MATERIALS NOTES
MODIFICATION TO STRUCTURAL STEEL IS PROHIBITED WITHOUT PRIOR APPROVAL FROM THE
a. PRECAST OR PRE-STRESSED CONCRETE ARCHITECT
b. METAL DECKING Q. DEMAND CRITICAL WELDS IN SEISMIC LOAD RESISTING SYSTEMS (SLRS) (PROJECT ENGINEER - DEFINE
c. WOOD TRUSSES. DEMAND CRITICAL WELDS FOR SLRS SELECTED SEE SPECIFIC LATERAL SYSTEM IN 341 FOR DEMAND
d. REINFORCING STEEL REQUIRED FOR CONCRETE AND CONCRETE MASONRY UNITS CRITICAL WELDS ASSOCIATED WITH SPECIFIED LATERAL SYSTEM)
e. ROOF JOISTS DRAWING NO:
f. STRUCTURAL STEEL (PROJECT ENGINEER - NOTE WHEN THE RESPONSE MODIFICATION
S-0001
FACTOR, R IS GREATER THAN 3, SHOP AND ERECTION DRAWINGS FOR STRUCTURAL
STEEL SHALL MEET THE REQUIREMENTS OF AISC 341 SECTION I.1. )
3 OF 9
PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION
2. STEEL JOISTS AND JOIST GIRDERS REINFORCED CONCRETE MASONRY
A. STEEL JOISTS AND JOIST GIRDERS SHALL BE MANUFACTURED BY A MEMBER OF THE STEEL JOIST A. BASIS FOR DESIGN: ALL MASONRY UNITS SHALL BE TYPE I WITH A MINIMUM COMPRESSIVE STRENGTH
INSTITUTE. OF 2000 PSI (NET AREA). F'm = 2000 PSI
B. STEEL JOISTS AND JOIST GIRDERS SHALL BE DESIGNED, FABRICATED AND ERECTED IN B. MORTAR SHALL BE TYPE S.
ACCORDANCE WITH THE LATEST STEEL JOIST INSTITUTE SPECIFICATIONS AND OSHA GROUT - F'c = 2000 PSI.
REGULATIONS C. CELLS CONTAINING REBAR SHALL BE GROUTED SOLID FROM THE BOTTOM TO THE TOP OF
C. NO CONSTRUCTION LOADS SHALL BE PLACED ON UNBRIDGED JOISTS THE WALL IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE
D. WHERE COLUMNS ARE NOT FRAMED N AT LEAST TWO DIRECTIONS WITH STRUCTURAL STEEL D. ALL VERTICAL REBAR SHALL IN PLACE AND SECURED WITH REBAR POSITIONERS PRIOR TO GROUTING
MEMBERS. JOISTS AT OR CLOSEST TO COLUMN LINES SHALL BE FIELD BOLTED TO PROVIDE LATERAL E. UNLESS OTHERWISE NOTED, MASONRY CELLS SHALL BE GROUTED N ACCORDANCE WITH THE LOW
STABILITY DURING CONSTRUCTION. LIFT METHOD AS DESCRIBED THE INTERNATIONAL BUILDING CODE (MAXIMUM 4 FOOT LIFTS)
E. PROVIDE BRIDGING IN ACCORDANCE WITH THE LATEST EDITION OF SO STANDARD SPECIFICATIONS F. ALL CELLS BELOW GRADE SHALL BE GROUTED SOLID UP TO GRADE
F. STEEL JOIST GIRDERS ARE NOTED THUS ON PLANS G. SEE ARCHITECTURAL DRAWINGS FOR MASONRY REBAR LAP SCHEDULE. LAP ALL JOINT
D G NN P K, WHERE REINFORCEMENT 75 WIRE DIAMETERS
D = DEPTH IN INCHES H. ALL HORIZONTAL REINFORCING IN BOND BEAMS SHALL BE CONTINUOUS AROUND CORNERS OR HAVE UNM ALBUQUERQUE, NM
G = GIRDER TYPE CORNER BARS OF THE SAME SIZE AND CAPS. VERTICAL REBAR SHALL CONTINUE THROUGH BOND
N = NUMBER OF JOIST SPACES BEAMS. IF BOND BEAMS AT INTERSECTING WALLS MEET AT DIFFERENT ELEVATIONS, EXTEND BOND 87131
P = KIP LOAD ON EACH PANEL PO NT BEAMS AROUND INTERSECTING CORNER TO FIRST INTERIOR REINFORCED CELL, BUT NOT LESS THAN
4 FEET
G. MIN BEARING SUPPORT (UNLESS GREATER LENGTHS ARE SHOWN ON DRAWINGS)
I. PROVIDE STANDARD LADDER TYPE JOINT REINFORCING @ 16" OC (ALTERNATE COURSES) UNLESS
a. JOISTS SUPPORTED ON MASONRY OR CONCRETE
NOTED OTHERWISE USE PREFABRICATED CORNERS AND TEES AT ALL WALL CORNERS AND
- 4" FOR K-SERIES JOISTS INTERSECTIONS RESPECTIVELY.
- 6" FOR LH AND DLH SERIES JOISTS J. ALL CMU SHALL REINFORCED UNLESS SPECIFICALLY NOTED "NOT REINFORCED" SKYPOINT
b. JOISTS SUPPORTED ON STEEL K. TYPICAL REINFORCEMENT UNLESS OTHERWISE SHOWN
- 2 21" FOR K-SERIES OM STELL a. 6" CMU WALLS #4@ 8" OC VERTICAL ORTHOPEDIC
- 4" FOR LH-SERIES JOISTS
- 6" FOR DLH-SERIES JOISTS
b. 8" CMU WALLS @ 16" OC VERTICAL
CENTER CLINIC
c. 12" CMU WALLS. @ 16" OC VERTICAL
I. IN THE INSTANCE WHERE A SUPPORT BEAM FLANGE IS NOT WIDE ENOUGH TO
ACCOMMODATE PROPER BEARING FOR TWO JOIST SEATS, STAGGER JOISTS AS REQUIRED TO L. PIPE OR CONDUIT WILL NOT BE PERMITTED TO BE INSTALLED VERTICALLY OR HORIZONTALLY IN
ACHIEVE PROPER BEARING MASONRY WALLS WITHOUT PRIOR APPROVAL OF THE ARCHITECT
J. JOIST SIZES SHOWN ON DRAWINGS ARE BASED ON GRAVITY LOAD CAPACITIES. DESIGN M. UNLESS INDICATED OTHERWISE ON THE CONTRACT DOCUMENTS, PROVIDE CONTROL JOINTS
PRODUCED BY AN AUTODESK STUDENT VERSION
PRODUCED BY AN AUTODESK STUDENT VERSION
IN ALL MASONRY CONSTRUCTION AT A MAXIMUM SPACING OF 20'-0" OR 2:1 (H:V) ASPECT
JOISTS FOR GRAVITY LOAD CAPACITIES IN ADDITION TO OTHER LOADS (UPLIFT, AXIAL LOADS,
CONCENTRATED LOADS, MOMENTS, ETC ) INDICATED ON DRAWINGS (PROJECT ENGINEER - RATIO, WHICHEVER IS THE LESSER. CONTRACTOR SHALL COORDINATE LOCATIONS OF CONTROL
JOINTS WITH ALL REQUIRED OPENINGS IN MASONRY CONSTRUCTION. CONTROL JOINTS SHALL NOT FLAGSTAFF, ARIZONA
COORDINATE THIS NOTE WITH HOW THE ROOF JOISTS HAVE BEEN DESIGNED.)
BE LOCATED ABOVE OR BELOW OPENINGS, NOR IN GROUTED JAMBS.
CONTROL JOINTS WHICH ARE NOT SPECIFICALLY INDICATED ON THE CONTRACT DOCUMENTS
CONCRETE
SHALL BE SUBMITTED TO THE ARCHITECT FOR APPROVAL PRIOR TO CONSTRUCTION OF SAID JOINTS
A. ALL CONCRETE WORK SHALL CONFORM TO "SPECIFICATIONS FOR STRUCTURAL CONCRETE," ACI 301. REINFORCING STEEL
B. SEE ARCHITECTURE DRAWINGS FOR CONCRETE MIX DESIGN AND 28 DAY STRENGTH
REQUIREMENTS A. ALL REINFORCING STEEL SHALL FABRICATED AND PLACED N ACCORDANCE WITH THE BUILDING CODE SCALE: N/A
REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318) AND THE STANDARD MANUAL (ACI 315)
C. ALL CONCRETE SHALL BE REINFORCED UNLESS SPECIFICALLY NOTED "NOT REINFORCED "
D. STEM WALLS, GRADE BEAMS, AND RETAINING WALLS SHALL NOT BE CAST AGAINST EXCAVATED
B. USE ASTM A615 GRADE 60 FOR ALL REINFORCING STEEL USE ASTM A1064 FOR ALL WELDED ENGINEER: IDC
WIRE FABRIC. PROVIDE FLAT SHEETS ONLY
VERTICAL SIDE SURFACES.
C. LAP WIRE FABRIC TWO FULL MESH PANELS AND TIE SECURELY DRAWN BY: LN
E. CONTROL JOINTS N SLABS ON GRADE SHALL BE PROVIDED WHERE NOTED ON PLANS, BUT SHALL NOT
EXCEED 12 FOOT SPACING D. ALL REINFORCEMENT SHALL BE CONTINUOUS. STAGGER SPLICES WHERE POSSIBLE, UNLESS
OTHERWISE SHOWN OR NOTED CHECKED BY: SC
F. LIMIT SITE AND RETAINING WALL POURS TO A MAXIMUM OF 40 FEET BETWEEN
E. BAR SUPPORTS AND SPACERS FOR REINFORCING SHALL BE PROVIDED N ACCORDANCE
CONSTRUCTION JOINTS CONTROL JOINT SPACING IN WALLS SHALL NOT EXCEED HALF OF DATE: 5/06/2020
WITH ACI 315. CHAIRS WITH 22 GA SAND PLATES OR PRECAST BLOCKS SHALL BE PROVIDED
THE SPACING BETWEEN CONSTRUCTION JOINTS OR 20 FEET ONE HALF-INCH EXPANSION
FOR ALL REINFORCING OF CONCRETE IN CONTACT WITH GRADE DECK CHAIRS SHALL
JOINTS IN RETAINING WALL SHALL BE PLACED AT SPACING NOT EXCEEDING 40 FEET
PROVIDED FOR AL WELDED WIRE FABRIC IN SLABS OVER METAL DECK REINFORCING SHALL BE
COORDINATE LOCATIONS OF JOINTS WITH ARCHITECTURAL PLANS SECURELY TIED TO SUPPORTS
G. ALL CAST- IN ANCHORS FOR COLUMNS AND WALL ELEMENTS SHOWN ON THE STRUCTURAL F. REINFORCING SHALL NOT BE TACK WELDED OR WELDED IN ANY MANNER UNLESS SPECIFICALLY
DRAWINGS MUST BE SECURELY SUPPORTED IN POSITION PRIOR TO PLACEMENT OF DETAILED ON THE STRUCTURAL PLANS REVISIONS: 0
CONCRETE INSERTING THESE BOLTS INTO WET CONCRETE NOT ALLOWED UNLESS G. MINIMUM CONCRETE PROTECTION FOR REINFORCEMENT (CLEAR DISTANCE):
SPECIFICALLY NOTED ON THE DRAWINGS OR APPROVED IN WRITING a. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3"
H. PIPE AND CONDUIT WILL NOT BE PERMITTED TO BE INSTALLED HORIZONTALLY N SLABS WITHOUT b. CONCRETE EXPOSED TO EARTH OR WEATHER
PRIOR APPROVAL OF THE ARCHITECT. NOT FOR CONSTRUCTION
2" (6" AND LARGER)
I. AT INTERIOR SLABS-ON GROUND OVER VAPOR RETARDER COMPLY WITH THE FOLLOWING
a. MOIST CURING OF SLABS ON GROUND IS REQUIRED SEE SPECIFICATIONS FOR MORE 11/2" (#5 AND SMALLER)
INFORMATION c. COLUMNS AND BEAMS 1 1/2"
b. CARE SHALL BE TAKEN TO PREVENT WATER INTRUSION INTO THE SUBGRADE BOTH DRAWING TITLE:
d. STRUCTURAL SLABS AND WALLS 3/4'
c. PRIOR TO AND AFTER SLAB POURS GENERAL
e. SLABS ON METAL DECK: 1"
TIMING OF SLAB SAWCUT JOINTS IS CRITICAL TO SLAB CURING PERFORMANCE SAWCUT
f. JOISTS: 3/4" NOTES
JOINTS FOR CONTROL JOINTS SHALL BE MADE AT THE EARLIEST POSSIBLE TIME THAT THE CONCRETE
WILL SUPPORT THE WEIGHT OF EQUIPMENT AND OPERATORS H. TYPICAL REINFORCEMENT UNLESS OTHERWISE SHOWN:
d. SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS a. UP TO 8" CONCRETE WALLS: #4 @ 8" OC EACH WAY AT CENTER OF WALL
b. OVER 8" TO 12" CONCRETE WALLS: #4 @ 12" OC EACH WAY, EACH FACE
c. OVER 12" THICK: #5 @ 12" OC EACH WAY, EACH FACE
DRAWING NO:
I. ALL HORIZONTAL REINFORCING IN FOOTINGS. WALLS AND BEAMS SHALL BE CONTINUOUS
S-0002
AROUND CORNERS OR HAVE CORNER BARS OF THE SAME SIZE AND SPACING AS THE HORIZONTAL
BARS AND LAP SPLICES PER SCHEDULE
4 OF 9
PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION
DESIGN CRITERIA. 2. FIELD OBSERVATION AND TESTING REQUIREMENTS
THE FOLLOWING CR TER A COVERS THE STRUCTURAL DESIGN OF THIS BUILDING STRUCTURE A. EMPLOY THE SERVICES OF A REGISTERED, LICENSED GEOTECHNICAL ENGINEER TO
OBSERVE ALL CONTROLLED EARTHWORK. THE GEOTECHNICAL ENGINEER SHALL PROVIDE
1. DESIGN CODE. CONTINUOUS ON-SITE OBSERVATION BY EXPERIENCED PERSONNEL DURING CONSTRUCTION
A. 2015 INTERNATIONAL BUILDING CODE AND ALL APPLICABLE REFERENCES. OF CONTROLLED EARTHWORK. NOTIFY THE GEOTECHNICAL ENGINEER AT LEAST TWO
WORKING DAYS IN ADVANCE OF ANY FIELD OPERATIONS OF THE CONTROLLED EARTHWORK.
2. RISK CATEGORY: 2 A REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER SHALL BE PRESENT TO CONFIRM THE
COMPLETE EXCAVATION OF ANY UNCONTROLLED FILL.
3. DESIGN LOADS: B. TESTS OF MATERIALS SHALL BE MADE AT THE FOLLOWING RATES
VERTICAL: a. ONE FIELD DENSITY TEST PER EACH 100 SQUARE YARDS OF COMPACTED SUBGRADE
PRIOR TO PLACING STRUCTURAL FILL OR FLOOR SLAB CONSTRUCTION WITH A MINIMUM
A. DEAD LOADS BUILDING IS DESIGNED FOR THE ACTUAL IN PLACE WEIGHTS OF ALL OF 4 TESTS
MATERIALS SHOWN ON THE CONSTRUCTION DOCUMENTS b. ONE FIELD DENSITY TEST PER EACH 100 CUBIC YARDS OF STRUCTURAL FILL PLACED. UNM ALBUQUERQUE, NM
B. DESIGN LOADS LIVE DEAD 87131
ROOF (NON REDUCIBLE) 20 PSF 20 PSF c. ONE FIELD DENSITY TEST PER EACH LIFT OF STRUCTURAL FILL UP TO 1000 SQUARE FEET
OFFICE 50 PSF d. FOR SMALL AREAS, EACH AREA OF FILL SHALL BE TESTED AT EACH LIFT OF STRUCTURAL FILL
C. ROOF SNOW LOAD e. ONE MOISTURE-DENSITY CURVE FOR EACH TYPE OF MATERIAL USED, AS INDICATED BY
GROUND SNOW LOAD, Pg..........................60 PSF
SIEVE ANALYSIS AND PLASTICITY INDEX
FLAT ROOF SNOW LOAD, Pf.......................60 PSF
f. FOLLOWING FINISH GRADING THE FINAL SURFACE SHALL BE TESTED
HORIZONTAL: g. FOLLOWING FOUNDATION EXCAVATION THE FOOTING EXCAVATIONS SHALL BE TESTED SKYPOINT
A. WIND DESIGN DATA
h. THE GEOTECHNICAL ENGINEER SHALL SUBMIT THE RESULTS OF ALL REQUIRED TESTS TO
THE ARCHITECT WITHIN 2 WORKING DAYS AFTER THE TEST
ORTHOPEDIC
ANALYSIS PROCEDURE: DIRECTIONAL PROCEDURE
ULTIMATE DESIGN WIND SPEED (3 SEC GUST): 115 mph
DESIGN ULTIMATE WIND PRESSURE FOR COMPONENTS AND CLADDING AT WALL ELEMENTS
3. SPECIFIC SOIL PREPARATION REOIJREMENTS CENTER CLINIC
WITH 10 SQUARE FEET TRIBUTARY AREA A. CLEARING AND GRUBBING
0-15 FEET = 24.8 PSF a. REMOVE BRUSH, RUBBISH, GRASS OTHER PLANTS, AND GRASS AND OTHER
15-20 FEET = 24.8 PSF PLANT ROOTS FROM THE CONSTRUCTION AREA
B. EARTHQUAKE DESIGN DATA:
PRODUCED BY AN AUTODESK STUDENT VERSION
PRODUCED BY AN AUTODESK STUDENT VERSION
b. REMOVE STUMPS, ROOTS AND ROOTS LARGER THAN 2 INCHES IN DIAMETER
ANALYSIS PROCEDURE:
EQUIVALENT LATERAL FORCE PROCEDURE: WITHIN 6 INCHES OF THE SURFACE OF AREAS ON WHICH FILL AND/OR FOOTINGS ARE TO
SOIL SITE CLASS: C BE CONSTRUCTED FLAGSTAFF, ARIZONA
EARTHQUAKE SPECTRAL RESPONSE c. REMOVE ALL TOPSOIL FROM THE CONSTRUCTION AREA. THIS MATERIAL SHALL NOT BE
ACCELERATION PARAMETERS
Sds = 0.361g USED AS FILL MATERIAL, BUT MAY STOCKPILED AND LATER USED IN THE TOP 6 INCHES
Sd1 = 0.163g OF FILL OUTSIDE THE BUILDING PAD
ORDINARY BRACED F NAMES [SPECIAL STEEL CONCENTRICALLY BRACED FRAMES]
B. SITE AND SUBSURFACE PREPARATION
RESPONSE MODIFICATION COEFFICIENT
SEISMIC RESPONSE COEFFICIENT a. OVER-EXCAVATE ALL SOILS UNDERLYING FOOTINGS AND FLOOR SLAB AND ALL SCALE: N/A
SIMPLIFIED DESIGN BASE SHEAR (ASCE 7) UNCONTROLLED FILL TO A MINIMUM DEPTH OF 1 FEET
V = F Sds W/R b. SCARIFY ALL EXPOSED SUBGRADE SOILS TO A DEPTH OF 4 INCHES, MOISTEN TO ENGINEER: IDC
(PROJECT ENGINEER - SPECIFY VALUE FOR F, ALSO. STRUCTURE MUST MEET LIMITATIONS OF
OPTIMUM MOISTURE CONTENT +/-2% AND COMPACT TO THE DENSITY SPECIFIED IN
ASCE 7) DRAWN BY: LN
DESIGN BASE SHEAR THESE REQUIREMENTS
0044 Sds W > 0 01 W c. PLACE ALL STRUCTURAL FILL IN APPROXIMATELY HORIZONTAL LAYERS NOT GREATER CHECKED BY: SC
V = Sds W/ R THAN 10 INCHES IN LOOSE THICKNESS, MOISTEN TO OPTIMUM MOISTURE CONTENT +/-2%
W / (TR) AND COMPACT TO DENSITY SPECIFIED IN THESE REQUIREMENTS DATE: 5/06/2020
LOWEST ANTICIPATED SERVICE TEMPERATURE (LAST) d. ALL EARTHWORK FOR THE BUILDING PAD SHALL EXTEND A MINIMUM OF 5 FEET BEYOND
ENCLOSED STRUCTURES = THE PERIMETER FOOTINGS
UNENCLOSED STRUCTURES = (20'F) e. MAINTAIN SUBGRADE AND FILL MOISTURE CONTENT UNTIL FOUNDATIONS ARE PLACED
f. DO NOT PLACE FOOTINGS OR SLABS AGAINST SUBGRADE CONTAINING FREE WATER,
PROTECTED ZONES FROST, OR ICE
REVISIONS: 0
AREAS OF MEMBERS IN WHICH LIMITATIONS APPLY TO FABRICATION AND g. MAINTAIN PROPER SITE DRAINAGE DURING CONSTRUCTION TO ENSURE SURFACE
ATTACHMENTS SEE AISC 341 FOR LIMITATIONS. PROTECTED ZONES ARE DEFINED AS RUNOFF AWAY FROM STRUCTURES AND TO PREVENT PONDING OF SURFACE RUNOFF
FOLLOWS NEAR THE STRUCTURES
BRACED FRAMES h. KEEP OPEN EXCAVATIONS AND EXCAVATIONS FOR FOOTINGS AROUND AND WITHIN
BUILDING PERIMETER. DRY BACKFILL AGAINST FOUNDATIONS AND GRADE BEAMS AS NOT FOR CONSTRUCTION
BRACES, BRACE TO BRACE CONNECTIONS AND ALL CONNECTION SOON AS PRACTICAL. PUMP WATER OUT OF OPEN EXCAVATIONS, IF FLOODED PRIOR TO
COMPONENTS AT BRACE TO BEAM OR COLUMN LOCATIONS BACKFILLING
MOMENT FRAMES
FOUNDATION NOTES
DRAWING TITLE:
GENERAL
1. DESIGN CRITERIA. NOTES
A. A SUBSURFACE GEOTECHNICAL INVESTIGATION HAS BEEN PERFORMED BY WESTERN
TECHNOLOGIES INC. A REPORT OF THIS INVESTIGATION DATED OCTOBER 2, 2018.
B. IMPORTANT ADDITIONAL INFORMATION CONCERNING SPECIFIC SOIL CONDITIONS IS
CONTAINED IN THIS REPORT AND SHALL BE REVIEWED PRIOR TO START OF CONSTRUCTION
C. THE GEOTECHNICAL INVESTIGATION REPORT CONTAINS SPECIFIC REQUIREMENTS DRAWING NO:
CONCERNING CLEARING AND GRUBBING, SITE, SUBFLOOR AND BEARING SURFACE
PREPARATION, STRUCTURAL FILL REQUIREMENTS, AND COMPACTION REQUIREMENTS NOT
NECESSARILY SHOWN ON THESE DRAWINGS. REFER ANY CONFLICTS BETWEEN THESE
DRAWINGS AND THE REPORT TO THE ARCHITECT FOR DIRECTION PRIOR TO BEGINNING
ANY WORK
S-0003
5 OF 9
PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION
c. PLACE ALL STRUCTURAL FILL IN APPROXIMATELY HORIZONTAL LAYERS NOT GREATER
THAN 10 INCHES IN LOOSE THICKNESS, MOISTEN TO OPTIMUM MOISTURE CONTENT +/-2%
AND COMPACT TO DENSITY SPECIFIED IN THESE REQUIREMENTS
d. ALL EARTHWORK FOR THE BUILDING PAD SHALL EXTEND A MINIMUM OF 5 FEET BEYOND
THE PERIMETER FOOTINGS
e. MAINTAIN SUBGRADE AND FILL MOISTURE CONTENT UNTIL FOUNDATIONS ARE PLACED
f. DO NOT PLACE FOOTINGS OR SLABS AGAINST SUBGRADE CONTAINING FREE WATER,
FROST, OR ICE
g. MAINTAIN PROPER SITE DRAINAGE DURING CONSTRUCTION TO ENSURE SURFACE
RUNOFF AWAY FROM STRUCTURES AND TO PREVENT PONDING OF SURFACE RUNOFF
NEAR THE STRUCTURES
h. KEEP OPEN EXCAVATIONS AND EXCAVATIONS FOR FOOTINGS AROUND AND WITHIN
BUILDING PERIMETER. DRY BACKFILL AGAINST FOUNDATIONS AND GRADE BEAMS AS
SOON AS PRACTICAL. PUMP WATER OUT OF OPEN EXCAVATIONS, IF FLOODED PRIOR TO
BACKFILLING
i. EGINEERED FILL SHALL NOT BE PLACED WHEN THE ATMOSPHERIC TEMPERATURE IS
UNM ALBUQUERQUE, NM
BELOW 35 DEGREES FAHRENHEIT WHEN THE TEMPERATURE FALLS BELOW 35 DEGREES, 87131
ALL AREAS OF COMPLETED WORK SHALL BE PROTECTED AGAINST DETRIMENTAL
EFFECTS OF GROUND FREEZING. AND ANY AREAS AFFECTED BY FREEZING SHALL BE
RECONDITIONED AND COMPACTED IN CONFORMANCE WITH THE ABOVE REQUIREMENTS
ANY SOILS DISTURBED DUE TO WETTING, DRYING OR OTHER CAUSES SHALL ALSO BE
RECONDITIONED PRIOR TO PLACEMENT OF ADDITIONAL FILL OR CONSTRUCTION OF
SKYPOINT
FOUNDATIONS, FLOOR SLABS, OR OTHER STRUCTURAL ELEMENTS RECONDITIONING
SHALL INCLUDE SCARIFICATION, MOISTURE CONDITIONING, AND RECOMPACTION IN
ORTHOPEDIC
ACCORDANCE WITH THE REQUIREMENTS PRESENTED IN THESE NOTES CENTER CLINIC
C. FOOTINGS MAY BE CAST DIRECTLY AGAINST THE VERTICAL SIDES OF THE EXCAVATIONS
PROVIDED ALL OF THE FOLLOWING CRITERIA ARE SATISFIED
a. SIDE WALLS OF EXCAVATION SHALL BE BATTERED A MINIMUM OF ONE INCH HORIZONTAL
PRODUCED BY AN AUTODESK STUDENT VERSION
TO TWELVE INCHES VERTICAL THIS CUT SHALL BE ABLE TO REMAIN VERTICAL WITHOUT
PRODUCED BY AN AUTODESK STUDENT VERSION
ANY SLOUGHAGE
b. BOTTOM WIDTH OF EXCAVATIONS SHALL BE ONE INCH WIDER AT EACH SIDE THAN IS FLAGSTAFF, ARIZONA
SHOWN ON DRAWINGS
c. IF ANY SANDY OR LOOSE SOIL MATERIALS ARE ENCOUNTERED, FOOTINGS MAY NOT BE
EARTH FORMED.
d. ALL REINFORCING STEEL SHALL BE CORRECTLY ALIGNED AND MAINTAINED, AND SHALL
HAVE A MIN MUM OF THREE INCHES OF CONCRETE COVER WHERE CAST AGAINST EARTH
e. DURING CASTING, ANY SOIL SLOUGHAGE SHALL REMOVED FROM THE WET CONCRETE SCALE: N/A
f. FOOTINGS NOT MEETING THE ABOVE CONDITIONS SHALL BE REMOVED AND RECAST
D. STRUCTURAL FILL REQUIREMENTS ENGINEER: IDC
a. GRADATION (PER ASTM D422) DRAWN BY: LN
SIEVE SIZE PERCENT PASSING BY WEIGHT
6" 100 CHECKED BY: SC
3" 90-100 DATE: 5/06/2020
NO. 4 50-100
NO. 200 10-50
b. PLASTICITY INDEX (ASTM D4318): 10 MAXIMUM
c. MATERIAL LARGER THAN 6 INCHES SHALL NOT BE PLACED N THE STRUCTURAL FILL, AND
MATERIAL LARGER THAN 4 INCHES SHALL NOT BE PLACED WITHIN TWELVE INCHES OF REVISIONS: 0
THE BEARING SURFACES OF SLABS OR FOUNDATIONS
d. NO BRUSH. SOD, FROZEN MATERIAL OR OTHER UNSUITABLE MATERIAL SHALL BE PLACED
IN THE STRUCTURAL FILL. MATERIAL SHALL BE PLACED IN SUCH A MANNER AS TO RESULT
IN UNIFORMLY COMPACTED FILL. NOT FOR CONSTRUCTION
E. GRANULAR BASE REQUIREMENTS
a. GRADATION (CONSULT SOILS REPORT)
F. COMPACTION REQUIREMENTS
a. SUBGRADE SOILS AND STRUCTURAL FILL MATERIALS SHALL BE COMPACTED TO THE DRAWING TITLE:
FOLLOWING MINIMUM PERCENTAGES OF THE ASTM D1557 MAXIMUM DRY DENSITY AT +/- 2% GENERAL
OPTIMUM MOISTURE CONTENT
NOTES
MATERIAL PERCENT COMPACTION
STRUCTURAL FILL ............................................... 95
SUBBASE FOR SLAB SUPPORT ......................... 95
SUBGRADE BELOW STRUCTURAL FILL ............ 95
MISCELLANEOUS BACKFILL ............................... 95
DRAWING NO:
S-0004
6 OF 9
PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION
155'-6"
32'-6" 30' 28'-6" 21' 34'-6" 9'
1
26K7 28K6 24K5 18K3 30K7 10K1
26K7 28K6 24K5 18K3 30K7 10K1
3'
10K1
26K7 28K6 24K5 18K3 30K7
10K1
30'
26K7 28K6 24K5 18K3 30K7 10K1
W18X76
W18X76
W18X76
W12X72
W21X101
10K1
26K7 28K6 24K5 18K3 30K7 10K1
10K1
26K7 28K6 24K5 18K3 30K7
10K1
2
28K6 28K6 22K6 18K3 28K7 10K1
4X
4X
4X
4X
4
4X
4X
4X
4X
X5
10K1
5/
5/
/
4X
3'
5/
1
1
5/
18K3
6
6
16
28K6 28K6 22K6 28K7
16
10K1
16
18K3 10K1
28K6 28K6 22K6 28K7
10K1
28K6 28K6 22K6 18K3 28K7 10K1
27'-6"
0"
W16X77
W16X67
W14X61
10K1
W14X61
W14X61
28K6 28K6 22K6 18K3 28K7 10K1
28K6 28K6 22K6 18K3 28K7 10K1
3
4
28K6
5.
18KCS4 16KCS4 14KCS3 18KCS5
5
5.
X4
7'
X
X5
.
28K6
5X
18KCS4 14KCS3 18KCS5
1/
16KCS4
5.
2
5X
4
3
5X
14KCS3
/8
18KCS4 16KCS4 16KCS4 18KCS5
3/
4X
8
4X
4X
14KCS3 18KCS5
4X
0"
1
1/
18KCS4 16KCS4 16KCS4
2
/2
14KCS3 18KCS5
18KCS4 16KCS4 16KCS4
3.
5X
23'-6"
14KCS3
3 . 18KCS5
157'
W16X89
W14X53
W10X49
W16X89
18KCS4 16KCS4 16KCS4
W24X117
5X
5 /
14KCS3 18KCS5
18KCS4 16KCS4 16KCS4
0"
5
3.
18KCS4 16KCS4 16KCS4 14KCS3 18KCS5
5x
3
7'
.
18KCS4 16KCS4 16KCS4 14KCS3 18KCS5
5x
5
W16X31
6
28K9 28K6 /1 24K6 18K3
6
28K7
4
6
4X
X6
4
X4
6X
28K6 18K3
X
X
28K9 24K6
X
28K7
16 W12X30 4X4
3/
1/
1/
6X
8
4
4
X1
3/
8
/4
28K9 28K6 24K6 18K3 28K7
28K9 28K6 24K6 18K3 28K7
32'
28K9 28K6 24K6 18K3 28K7
W18X97
W18X97
W18X86
W18X89
28K9 28K6 24K6 18K3 28K7
28K9 28K6 24K6 18K3 28K7
7
30K7 28K6 24K7 20K3 28K9
4X
4X
4X
4X
4
4
4
X
X
4X
X3
3/
3/
/
3/
8
8
8
20K3
8
30K7 28K6 24K7 28K9
30K7 28K6 24K7 20K3 28K9
W10X49
W10X49
W10X49
30'
30K7 20K3 28K9
30K7
W18X86
20K3 28K9
7'
20K3 28K9
15'
8
PRODUCED BY AN AUTODESK STUDENT VERSION
3'-6"
PRODUCED BY AN AUTODESK STUDENT VERSION
6'
F
A
E
B
G
C
D
1.
2.
INDICATED
GENERAL NOTES:
5'
0'
LEGEND
N
5' 10'
SCALE 1:10
COLUMN
BRACING
20'
STEEL JOIST
STEEL GIRDER
IF THIS SHEET IS NOT 24X36 SCALE ACCORDINGLY
MASONRY WALL
JOIST ARE SPACED 5 FEET CENTER-TO-CENTER UNLESS OTHERWISE
DATE:
SCALE:
7
ENGINEER:
DRAWN BY:
REVISIONS:
ROOF PLAN
OF
STRUCTURAL
CHECKED BY:
DRAWING NO:
9
87131
DRAWING TITLE:
0
LN
SC
SKYPOINT
N/A
IDC
NOT FOR CONSTRUCTION
ORTHOPEDIC
FLAGSTAFF, ARIZONA
S-1001
CENTER CLINIC
UNM ALBUQUERQUE, NM
5/06/2020
PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION
2-#7 CONT. IN
4" SLOTED HOLES 8" CMU
T.D PARAPET EL.
2-#7 CONT. IN
SEE ARCHITECTURAL
KNOCK OUT
DRAWINGS
BOND BEAM CONT. L3x5x1/4 W/
1/2" x3 1/2" EXP.
CMU WALL ANCHOR INTO
GROUTED CELLS
FULL POCKET W/
COMPRESSIBLE
FILLER 1/8 1 METAL DECKING
1/8
2-#7 CONT. IN
EXPANSION JOINT
4"x12" POCKET UNM ALBUQUERQUE, NM
IN CMU WALL
KNOCK OUT FIN. FLR. EL. 100'-0"
87131
BOND BEAM 2-#7 CONT. IN
JOIST BEARING EL.
KNOCK OUT
BOND BEAM
RIGID INSULATION PL 1/2"x5"x0'-10" W/
GROUT ALL CELLS 2-1/2" STUD BOLTS 2-#7 CONT. IN
SOLID BELOW GRADE 8" CMU PL 3/8"x6"x0'-9"
KNOCK OUT 8" CMU
REINFORCEMENT
BOND BEAM
SKYPOINT
3" CLR.
CMU GIRDER CONNECTION
NTS ORTHOPEDIC
CMU JOIST CONNECTION
EQ. EQ.
NTS CENTER CLINIC
4.5"x4.5"
THRU DECK
PRODUCED BY AN AUTODESK STUDENT VERSION
SHEAR
PRODUCED BY AN AUTODESK STUDENT VERSION
AS PER
PERIMETER WALL DETAIL CONNECTORS MANUF. SPECS.
NTS
SEE ARCH
FLAGSTAFF, ARIZONA
CLR
3/4"
5 1/4"
FOR ROOF
T.O.S EL. -
SEE PLAN
1'-5" B 22 12"
GAUGE METAL NOTE: 1/4 2" 2"
2"
DECK LOCATE KEYED 4" 4"
JOINTS AT MIDSPAN
OF DECK BETWEEN
#7 VERT. IN #7 VERT. IN BEAMS OR ALONG
SCALE: N/A
4"
GROUTED CELL GROUTED CELL MIDSPAN OF GIRDERS
12"
BETWEEN COLUMNS
4"
ENGINEER: IDC
AT CORNERS AT CONTINUOUS WALL RUNS GIRDER TO HSS CONNECTION
DRAWN BY: LN
2"
NTS NTS NTS TYPE 1
CHECKED BY: SC
BASE PLATE / SCHEDULE
TYP. CMU WALL REINFORCEMENT DETAILS NTS DATE: 5/06/2020
SEE PLAN FOR
COLUMN & BASE STL. TUBE COL. REVISIONS: 0
PLATE DETAILS 3"
BLOCKOUT
4-#5 VERT REBARS
3"
COLUMN
TOP OF 2-#3 TIES ISSOLATION JOINT FOOTING BELOW W/ NOT FOR CONSTRUCTION
CONCRETE REINFORCING
FIN. FLR. EL. 100'-0" CONTROL JOINT
4"
7"
2" NON-SHRINK DRAWING TITLE:
GROUT
BASE PLATE & DETAILS
ANCHOR BOLTS
TYPE A SEE SCHEDULE
NOTE: 6 #4 BARS AT 8" SEE COLUMN FOOTING
PROVIDE NUTS AND WASHERS ABOVE AND BELOW BASE PLATE O.C EACH WAY S-2.1
AND ADEQUATE BOLT LENGHT TO FULLY ENGAGE TIGHTENING NUT
BASE PLATE ANCHORAGE
NTS
EQ. EQ.
DRAWING NO:
4.5"x4.5"
INTERIOR FOOTING
NTS
S-5001
COLUMN FOOTING
NTS
8 OF 9
PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION
C
L BEAM
UNM ALBUQUERQUE, NM
TYP
1
2"
1
2" 1/4
87131
SKYPOINT
ORTHOPEDIC
NOTE:
EXTEND JOIST 1" PAST CLOF BEAM WHERE POSSIBLE
CENTER CLINIC
PRODUCED BY AN AUTODESK STUDENT VERSION
PRODUCED BY AN AUTODESK STUDENT VERSION
JOIST BEARING ON BEAM
NTS
FLAGSTAFF, ARIZONA
SCALE: N/A
ENGINEER: IDC
DRAWN BY: LN
CHECKED BY: SC
AT TOP/COL. PROVIDE 14" CAP PL, JOIST
TO BEAR ON COLUMN
DATE: 5/06/2020
1
2" A307 BOLT(TYP.)
AT T.O COL. PROVIDE
1
2"
1
4" CAP PLATE REVISIONS: 0
WELD "A"
SEE PLAN
3"
1/4
3" O.C.
NOT FOR CONSTRUCTION
FOR NUMBER & SIZE
OF BOLTS, CONN. PLATE
DRAWING TITLE:
THICKNESS & WELD "A".
2 12"
SEE SCHEDULE DETAILS
TYP.
GIRDER TO HSS CONNECTION
NTS
JOIST TO HSS COLUMN
NTS
DRAWING NO:
S-5002
9 OF 9
PRODUCED BY AN AUTODESK STUDENT VERSIONQUESTIONS?
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