multifamily development mechanical & electrical - second floor - section d me308 mechanical...

Scale

Date

Drawn By

Checked By

Project Number

Structural EngineerViewtech Inc4205 Beltway DriveAddison, Texas 75001972.661.8187

MEP EngineerMEP Delta Design, LLC5453 Burnet RoadSuite 202Austin, Texas 78756

Civil EngineerLongaro and Clarke3839 Bee Caves Rd #150Austin, TX 78746

Landscape ArchitectColeman and Associates9890 Silver Mountain DriveAustin, Texas 78737512.476.2090

Interior DesignerLaura Britt Design911 West 29th StreetAustin, Texas 78705

5453 Burnet Road, Suite 202 Austin, Texas 78756 512.852.4310

a multifamily project for

01 PERMIT SET 11.23.15

REVISIONS

ISSUANCES

architect seal 23752

2016 Copyright The Davies Collaborative. All Rights Reserved

Voice Data, Audiovisual, SecurityDataCom Design Group3500 Jefferson StSuite 300Austin, Texas 78731

02 GMP SET 12.15.15

03 FOR CONSTRUCTION SET 05.13.16

5/8/

2016

5:2

0:30

PM

000-II

Cover - Volume II

Keesee Tract

LYPLYP

May 13, 201615002

10801 S. IH 35Austin, TX 78748

Keesee Tract

For Construction Set - Volume II

May 13th, 2016

Multifamily Development

copyright 2016 by The Davies Collaborative, LLC. All rights reserved

Developer

Ardent Residential

No. Description Date

dhilton

Text Box

Structural

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.15

REVISIONS

ISSUANCES

architect seal 23752



02 GMP SET 12.15.15

03 FOR CONSTRUCTION SET 05.13.16

5/13

/201

6 12

:44:

22 P

M

A001

Sheet Index

Keesee Tract

LYPLYP, JH

May 13, 201615002

10801 S. IH 35Austin, TX 78748

Sheet Index - Architecture

Sheet Number Sheet Name

A200 Partition TypesA200a Partition TypesA201 UL SystemsA202 UL SystemsA203 UL SystemsA204 UL SystemsA205 UL SystemsA206 UL SystemsA210 SchedulesA211 Window FlashingA212 Window DetailsA213 Door FlashingA214 Balcony Door DetailsA215 Door DetailsA216 Storefront TypeA217 Storefront DetailA230 Peneration/Fire Stop DetailsA231 Penetration/Fire Stop DetailsA232 Penetration/Fire Stop DetailsA233 Penetration/Fire Stop DetailsA234 Penetration/Fire Stop DetailsA300 Exterior Elevations OverallA301 West ElevationA302 South ElevationA303 East ElevationA304 North ElevationA305 Exterior Elevations Courtyard 1A306 Exterior Elevations Courtyard 2A400 Building SectionsA405 Interior Wall SectionsA410 Enlarged Elevation and Wall SectionA411 Enlarged Elevation and Wall SectionA412 Enlarged Elevation and Wall SectionsA413 Enlarged Elevation and Wall SectionsA414 Enlarged Elevation and Wall SectionsA415 Enlarged Elevation and Wall SectionA416 Enlarged Elevation and Wall SectionsA417 Enlarged Elevation and Wall SectionsA418 Wall SectionsA419 Enlarged Elevation and Wall SectionsA420 Enlarged Elevation and Wall SectionA421 Enlarged Elevation and Wall SectionA422 Enlarged Elevation and Wall SectionsA423 Enlarged Elevation and Wall SectionsA424 Wall SectionsA430 Typical Balcony DetailsA431 RailingsA432 Balcony Threshold and Edge DetailsA434 Balcony Screen and Canopy DetailsA435 Typical Bay Window DetailsA436 Club Room Level 4 DetailsA437 Leasing Office DetailsA450 Typical Cladding DetailsA455 Corridor and Breezeway DetailsA456 Corridor and Firewall DetailsA457 Firewall DetailsA460 Roof DetailsA461 Roof Details - Roof WellA500 Stair 1 Elevator 1 Plans and SectionsA501 Stair 2 Elevator 2 Plans and SectionsA502 Stair 3 Plans and SectionsA503 Stair 4 Elevator 3 Plans and SectionsA504 Stair 5 Plans and SectionsA505 Stair 6 Plans and SectionA506 Stair and Elevator Details

Sheet Index - Architecture


A001 Sheet IndexA002 General Notes and ConditionsA003 MatrixA004 Code ReviewA005 Level 1 Code ComplianceA006 Typ. Res. Levels Code ComplianceA007 Level 4 Code ComplianceA008 PhasingA008a PhasingA009 Addessing Diagram SP-2015-0263CA010 Accessibility RequirementsA011 Accessibility RequirementsA012 Unit AccessibilityA013 Unit AccessibilityA100 Architectural Reference Site PlanA101 Level 1 Plan OverallA101a Level 1 Part AA101a-DC Level 1 Part A Dimension ControlA101b Level 1 Part BA101b-DC Level 1 Part B Dimension ControlA101c Level 1 Part CA101c-DC Level 1 Part C Dimension ControlA101d Level 1 Part DA101d-DC Level 1 Part D Dimension ControlA102 Level 2 Plan OverallA102a Level 2 Part AA102a-DC Level 2 Part A Dimension ControlA102b Level 2 Part BA102b-DC Level 2 Part B Dimension ControlA102c Level 2 Part CA102c-DC Level 2 Part C Dimension ControlA102d Level 2 Part DA102d-DC Level 2 Part D Dimension ControlA103 Level 3 Plan OverallA103a Level 3 Part AA103a-DC Level 3 Part A Dimension ControlA103b Level 3 Part BA103b-DC Level 3 Part B Dimension ControlA103c Level 3 Part CA103c-DC Level 3 Part C Dimension ControlA103d Level 3 Part DA103d-DC Level 3 Part D Dimension ControlA104 Level 4 Plan OverallA104a Level 4 Part AA104a-DC Level 4 Part A Dimension ControlA104b Level 4 Part BA104b-DC Level 4 Part B Dimension ControlA104c Level 4 Part CA104c-DC Level 4 Part C Dimension ControlA104d Level 4 Part DA104d-DC Level 4 Part D Dimension ControlA105 Roof PlanA105a Roof Plan - Part AA105b Roof Plan - Part BA105c Roof Plan - Part CA105d Roof Plan - Part DA110 Enlarged PlanA111 Enlarged PlanA112 Trash Compactor EnclosureA120 Unit Plan S1A120a Unit Plan S1ansiA121 Unit Plan A1A121a Unit Plan A1aA122 Unit Plan A2A122a Unit Plan A2A123 Unit Plan A3A123a Unit Plan A3A123b Unit Plan A3ansiA124 Unit Plan B0A124a Unit Plan B0A125 Unit Plan B1A125a Unit Plan B1A126 Unit Plan B2A126a Unit Plan B2A127 Unit Plan B3A127a Unit Plan B3A127b Unit Plan B3ansiA127c Unit Plan B3ansiA128 Unit Plan C1A128a Unit Plan C1A128b Unit Plan C1ansiA128c Unit Plan C1ansiA130 Interior Details

Sheet Index - Interiors


ID0-1 COVER SHEET & GENERAL CONDITIONSID1-1 LEASING & WORKROOM FLOOR PLANID1-2 CONF, BUSINESS, FITNESS & YOGA FLOOR PLANID1-3 FOURTH FLOOR CLUB & PATIO FLOOR PLANID1-4 LEASING & WORKROOM LIGHTING PLANID1-5 CONF, BUSINESS, FITNESS & YOGA LIGHTING PLANID1-6 MAILROOM & FOURTH FLOOR CLUB & PATIO

LIGHTING PLANID1-7 LEVEL 1 ELEVATIONSID1-8 LEVEL 1 ELEVATIONS - CONTINUEDID1-9 RESTROOM ELEVATIONSID1-10 MAILROOM ELEVATIONSID1-11 FOURTH FLOOR CLUB ELEVATIONSID1-12 CABINETRY SECTIONSID1-13 AMENITY AREA FINISH PATTERNSID1-14 APARTMENT UNIT FLOOR PLAN, FINISH PATTERNS,

ENTRY ELEVATIONS

Sheet Index - Structural


S101 General NotesS102 Wood Framing NotesS103 Special InspectionsS201A Foundation Plan - Part AS201B Foundation Plan - Part BS201C Foundation Plan - Part CS201D Foundation Plan - Part DS202A Second Floor Framing Plan - Part AS202B Second Floor Framing Plan - Part BS202C Second Floor Framing Plan - Part CS202D Second Floor Framing Plan - Part DS203A Third Floor Framing Plan - Part AS203B Third Floor Framing Plan - Part BS203C Third Floor Framing Plan - Part CS203D Third Floor Framing Plan - Part DS204A Fourth Floor Framing Plan - Part AS204B Fourth Floor Framing Plan - Part BS204C Fourth Floor Framing Plan - Part CS204D Fourth Floor Framing Plan - Part DS205A Roof Framing Plan - Part AS205B Roof Framing Plan - Part BS205C Roof Framing Plan - Part CS205D Roof Framing Plan - Part DS206A Shear Wall Plan - Area AS206B Shear Wall Plan - Area BS206C Shear Wall Plan - Area CS206D Shear Wall Plan - Area DS301 Foundation Section & DetailsS501 Typical Steel DetailsS601 Typical Wood Framing DetailsS602 Typical Wood Framing DetailsS603 Wood Framing DetailsS604 Shear Wall Schedule and DetailsS605 Shear Wall DetailsS606 Shear Wall DetailsS701 Typical Masonry Details

Sheet Index - Mechanical


M100 Mechanical - A1, A2, A3, A3e, & S1 UnitsM101 Mechanical - B0, B1, B2, B3, & C1 UnitsM102 Mechanical - Accessibility UnitsM200 Mechanical - Amenities, First and Second FloorM201 Mechanical - Amenities, First and Fourth FloorM600 Mechanical - SchedulesM601 Mechanical - SchedulesME300 Mechanical & Electrical - First Floor - Section AME301 Mechanical & Electrical - First Floor - Section BME302 Mechanical & Electrical - First Floor - Section CME303 Mechanical & Electrical - First Floor - Section DME304 Mechanical & Electrical - Second Floor - Section AME305 Mechanical & Electrical - Second Floor - Section BME306 Mechanical & Electrical - Second Floor - Section CME307 Mechanical & Electrical - Second Floor - Section DME308 Mechanical & Electrical - Third Floor - Section AME309 Mechanical & Electrical - Third Floor - Section BME310 Mechanical & Electrical - Third Floor - Section CME311 Mechanical & Electrical - Third Floor - Section DME312 Mechanical & Electrical - Fourth Floor - Section AME313 Mechanical & Electrical - Fourth Floor - Section BME314 Mechanical & Electrical - Fourth Floor - Section CME315 Mechanical & Electrical - Fourth Floor - Section DME316 Mechanical & Electrical - Roof - Section AME317 Mechanical & Electrical - Roof - Section BME318 Mechanical & Electrical - Roof - Section CME319 Mechanical & Electrical - Roof - Section D

Sheet Index - Plumbing


P100 Plumbing - A1, A2, A3, A3e, & S1 UnitsP101 Plumbing - B0, B1, B2, B3, & C1 UnitsP102 Plumbing - Accessibility UnitsP300 Plumbing - Domestic Water & Gas - First Floor - Section AP301 Plumbing - Domestic Water & Gas - First Floor - Section BP302 Plumbing - Domestic Water & Gas - First Floor - Section CP303 Plumbing - Domestic Water & Gas - First Floor - Section DP304 Plumbing - Domestic Water & Gas - Second Floor -

Section AP305 Plumbing - Domestic Water & Gas - Second Floor -

Section BP306 Plumbing - Domestic Water & Gas - Second Floor -

Section CP307 Plumbing - Domestic Water & Gas - Second Floor -

Section DP308 Plumbing - Domestic Water & Gas - Third Floor - Section AP309 Plumbing - Domestic Water & Gas - Third Floor - Section BP310 Plumbing - Domestic Water & Gas - Third Floor - Section CP311 Plumbing - Domestic Water & Gas - Third Floor - Section DP312 Plumbing - Domestic Water & Gas - Fourth Floor - Section

AP313 Plumbing - Domestic Water & Gas - Fourth Floor - Section

BP314 Plumbing - Domestic Water & Gas - Fourth Floor - Section

CP315 Plumbing - Domestic Water & Gas - Fourth Floor - Section

DP316 Plumbing - Domestic Water & Gas - Roof - Section AP317 Plumbing - Domestic Water & Gas - Roof - Section BP318 Plumbing - Domestic Water & Gas - Roof - Section CP319 Plumbing - Domestic Water & Gas - Roof - Section DP320 Plumbing - Domestic Water - RisersP321 Plumbing - Gas - RiserP400 Plumbing - Sanitary Sewer - First Floor - Section AP401 Plumbing - Sanitary Sewer - First Floor - Section BP402 Plumbing - Sanitary Sewer - First Floor - Section CP403 Plumbing - Sanitary Sewer - First Floor - Section DP404 Plumbing - Sanitary Sewer - Second Floor - Section AP405 Plumbing - Sanitary Sewer - Second Floor - Section BP406 Plumbing - Sanitary Sewer - Second Floor - Section CP407 Plumbing - Sanitary Sewer - Second Floor - Section DP408 Plumbing - Sanitary Sewer - Third Floor - Section AP409 Plumbing - Sanitary Sewer - Third Floor - Section BP410 Plumbing - Sanitary Sewer - Third Floor - Section CP411 Plumbing - Sanitary Sewer - Third Floor - Section DP412 Plumbing - Sanitary Sewer - Fourth Floor - Section AP413 Plumbing - Sanitary Sewer - Fourth Floor - Section BP414 Plumbing - Sanitary Sewer - Fourth Floor - Section CP415 Plumbing - Sanitary Sewer - Fourth Floor - Section DP416 Plumbing - Sanitary Sewer - Roof - Section AP417 Plumbing - Sanitary Sewer - Roof - Section BP418 Plumbing - Sanitary Sewer - Roof - Section CP419 Plumbing - Sanitary Sewer - Roof - Section DP420 Plumbing - Sanitary Sewer - RisersP421 Plumbing - Sanitary Sewer - RisersP500 Plumbing - Storm Water - First Floor - Section AP501 Plumbing - Storm Water - First Floor - Section BP502 Plumbing - Storm Water - First Floor - Section CP503 Plumbing - Storm Water - First Floor - Section DP504 Plumbing - Storm Water - Second Floor - Section AP505 Plumbing - Storm Water - Second Floor - Section BP506 Plumbing - Storm Water - Second Floor - Section CP507 Plumbing - Storm Water - Second Floor - Section DP508 Plumbing - Storm Water - Third Floor - Section AP509 Plumbing - Storm Water - Third Floor - Section BP510 Plumbing - Storm Water - Third Floor - Section CP511 Plumbing - Storm Water - Third Floor - Section DP512 Plumbing - Storm Water - Fourth Floor - Section AP513 Plumbing - Storm Water - Fourth Floor - Section BP514 Plumbing - Storm Water - Fourth Floor - Section CP515 Plumbing - Storm Water - Fourth Floor - Section DP516 Plumbing - Storm Water - Roof - Section AP517 Plumbing - Storm Water - Roof - Section BP518 Plumbing - Storm Water - Roof - Section CP519 Plumbing - Storm Water - Roof - Section DP520 Plumbing - Storm Water Courtyard One - RiserP521 Plumbing - Storm Water Courtyard Two - RiserP600 Plumbing - Schedules & Details

Sheet Index - Electrical


E100 Electrical - A1, A2, A3, A3e, & SI UnitsE101 Electrical - B0, B1, B2, B3, & C1 UnitsE102 Electrical - Accessibility UnitsE200 Electrical - Leasing OfficeE201 Electrical - 4th Floor Club RoomE600 Electrical -CalculationsE601 Electrical -CalculationsE602 Electrical -CalculationsE603 Electrical -CalculationsE604 Electrical -CalculationsE605 Electrical - Detail and SchedulesE606 Electrical - Details and Schedules

Sheet Index - Landscape


L1.00 Overall Landscape PlanL1.01 Pool Enlargement PlanL1.02 Courtyard Enlargement PlanL1.03 Landscape PlanL1.04 Landscape PlanL2.00 Landscape DetailsL2.01 Landscape DetailsL2.02 Landscape DetailsL3.00 Irrigation PlanL3.01 Irrigation Plan

Sheet Index - Audiovisual, Security, and Communications


AV-001 LEGEND AND NOTES - AUDIOVISUALAV-201 LEVEL1 OVERALL - AUDIOVISUALAV-202 LEVEL 2 OVERALL - AUDIOVISUALAV-204 LEVEL 4 OVERALL - AUDIOVISUALAV-301 ENLARGED PLANS - AUDIOVISUALAV-302 ENLARGED PLANS - AUDIOVISUALAV-303 ENLARGED PLANS - AUDIOVISUALAV-304 ENLARGED PLANS - AUDIOVISUALAV-401 GENERAL DETAILS - AUDIOVISUALAV-402 GENERAL DETAILS AUDIOVISUALSC-001 LEGEND AND NOTES - SECURITYSC-200 SITE PLAN - SECURITYSC-201A LEVEL 1 AREA A - SECURITYSC-201B LEVEL 1 AREA B - SECURITYSC-204A LEVEL 4 AREA A - SECURITYSC-301 DOOR ELEVATIONS - SECURITYSC-401 GENERAL DETAILS - SECURITYT-001 LEGENDS AND NOTES - COMMUNICATIONST-200 SITE PLAN - COMMUNICATIONST-201 LEVEL 1 OVERALL - COMMUNICATIONST-202 LEVEL 2 OVERALL - COMMUNICATIONST-203 LEVEL 3 OVERALL - COMMUNICATIONST-204 LEVEL 4 OVERALL - COMMUNICATIONST-205 ROOF PLAN - COMMUNICATIONST-206 ENLARGED PLAN - COMMUNICATIONST-207 ENLARGED PLAN - COMMUNICATIONST-208 UNIT PLANS - COMMUNICATIONST-209 UNIT PLANS - COMMUNICATIONST-301 TELECOM ROOM DETAILS - COMMUNICATIONST-401 GENERAL DETAILS - COMMUNICATIONS

Sheet Index - Mechanical/Plumbing/Electrical


MEP-001 Mechanical, Electrical, Plumbing SchedulesMEP-002 Site Plan - Mechanical and ElectricalMEP-003 Site Plan - Mechanical and Electrical


h

MEAN ROOF HEIGHT

"a"

"a"

"a"

"a"

1. BUILDING CODE: 2012 EDITION OF THE INTERNATIONAL BUILDING

CODE AS AMENDED BY THE CITY OF AUSTIN, TX.

2. SUPPLEMENTAL CODES AND REFERENCES TO BE USED FOR DESIGN,

DETAILING AND CONSTRUCTION ARE:

A. "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"

(ACI 318-11).

B. "SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS"

(ACI 301-11).

C. "STEEL CONSTRUCTION MANUAL" (AISC, FOURTEENTH EDITION).

CODES AND DESIGN SPECIFICATIONS:

SHALL CONTAIN AT LEAST ONE CROSS WIRE OF EACH PIECE OF

9. PROVIDE 8" (U.N.O.) BOND BEAMS AT TOP OF ALL CMU WALLS WHICH

2- #5 CONTINUOUS. ALL BOND BEAMS SHALL CONSIST OF U-SHAPED

10. ALL CELLS WHICH ARE REQUIRED TO BE GROUTED AND ALL BOND BEAMS

SHALL BE GROUTED WITH COARSE GROUT, NOT MASONRY MORTAR.

ARE NOT FULLY GROUTED. BOND BEAMS SHALL BE REINFORCED WITH

REINFORCEMENT IN THE LAPPED DISTANCE.

BLOCKS.

1. HOLLOW LOAD BEARING MASONRY UNITS SHALL CONFORM TO A.S.T.M.

C-90, LIGHT WEIGHT, TYPE N1, WITH A MINIMUM COMPRESSIVE

STRENGTH OF 1800 P.S.I. ON THE NET AREA OF THE BLOCK.

3. COARSE GROUT SHALL CONFORM TO A.S.T.M. 476 WITH A MAXIMUM

AGGREGATE SIZE OF 3/8", AND A MINIMUM COMPRESSIVE STRENGTH OF

4. THE FIRST TWO CELLS AT CORNERS AND ENDS OF ALL CMU WALLS SHALL

BE REINFORCED WITH 1- #5 AND GROUTED. 1- #4 EXTENDING 2'

BEYOND CORNERS SHALL BE PLACED EACH SIDE OF WALL OPENINGS.

5. VERTICAL BARS SHALL BE HELD IN POSITION AT TOP AND BOTTOM AND

AT INTERVALS NOT EXCEEDING 8'-0" WITH A MINIMUM CLEARANCE OF

3/4" FROM THE MASONRY, AND NOT LESS THAN ONE BAR DIAMETER

6. REINFORCING BARS SHALL BE STRAIGHT EXCEPT FOR BENDS AROUND

CORNERS AND WHERE BENDS OR HOOKS ARE DETAILED ON THE PLANS.

7. HORIZONTAL WALL REINFORCING IN WALLS WHICH ARE FULLY GROUTED

SHALL BE DUR-O-WALL TRUSS TYPE HORIZONTAL REINFORCING AT 8"

8. WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AT SPLICES AND

BETWEEN BARS.

O.C.

3000 P.S.I.

2. MORTAR SHALL CONFORM TO A.S.T.M. C-476, TYPE S.

STRUCTURAL MASONRY:

GRADE SLABS ........................... 3000 PSI

GRADE BEAMS .......................... 3000 PSI

SPOT FOOTINGS ........................3000 PSI

ALL OTHER ................................ 3000 PSI

CONCRETE MIX DESIGNS:

1. PROVIDE NORMAL WEIGHT CONCRETE HAVING THE FOLLOWING MINIMUM 28 DAY

COMPRESSIVE STRENGTHS AND GENERAL CHARACTERISTICS:

2. MINIMUM CONCRETE 28 DAY COMPRESSIVE STRENGTH SHALL BE BASED

ON HISTORICAL PERFORMANCE DATA FROM THE SELECTED TRANSIT MIX CONCRETE

SUPPLIER AND APPROVED BY THE ENGINEER.

3. IT SHALL BE THE RESPONSIBILITY OF THE CONCRETE SUPPLIER TO

SELECT THE PROPER TYPE OF PORTLAND CEMENT (INCLUDING QUANTITIES),

AGGREGATES (INCLUDING QUANTITIES) AND WATER CEMENT RATIO TO PRODUCE THE

REQUIRED MINIMUM 28 DAY COMPRESSIVE STRENGTHS.

4. IT SHALL BE THE RESPONSIBILITY OF THE CONCRETE SUPPLIER TO RECOMMEND ANY

ENHANCING AGENTS OR ADMIXTURES TO PROVIDE A WORKABLE AND DURABLE

PRODUCT.

5. IT SHALL BE THE RESPONSIBILITY OF THE CONCRETE SUPPLIER TO COORDINATE WITH

THE GENERAL CONTRACTOR FOR ANY ADJUSTMENTS

WHICH MAY BE NECESSARY TO PROVIDE FOR HIGH EARLY STRENGTHS

TO FACILITATE AND ELIMINATE DELAYS IN CONSTRUCTION.

6. WHERE GROUT IS CALLED FOR, USE A NON-SHRINK, NON-STAINING

PREMIXED GROUT.

BUILDING ISOMETRIC VIEW

COMPONENT AND CLADDING WIND PRESSURE DIAGRAM NOTES:

1. REFER TO GENERAL NOTES FOR WIND LOAD DESIGN CRITERIA.

2. POSITIVE LOADS ACT IN A PERPENDICULAR DIRECTION TOWARDS THE SURFACE.

NEGATIVE LOADS ACT IN A PERPENDICULAR DIRECTION AWAY FROM THE SURFACE.

3. WIND LOADS CALCULATED ARE BASED ON THE PROVISIONS OF ASCE 7-05. VALUES SHOWN ARE

DETERMINED ASSUMING AN ENCLOSED BUILDING WITH AN INTERNAL PRESSURE COEFFICIENT = +/-0.18

AND A Kd FACTOR = 0.85.

4. LINEAR INTERPOLATION IS PERMITTED FOR TRIBUTARY AREAS BETWEEN VALUES GIVEN.

5. "a" SHALL BE THE LESSER OF 10 PERCENT OF THE LEAST HORIZONTAL DIMENSION OR 0.4x"h", BUT NOT

LESS THAN 4 PERCENT OF THE LEAST HORIZONTAL DIMENSION OR 3 FT.

6. FIGURES SHOWN ARE ILLUSTRATIVE ONLY AND ARE NOT INTENDED TO DEPICT THE ACTUAL

STRUCTURE DIMENSIONS.

7. ALL DESIGNERS USING THIS WIND LOAD DIAGRAM MUST INDEPENDENTLY VERIFY THE DESIGN

PRESSURES BASED ON THE APPLICABLE BUILDING CODES.

8. ROOF PRESSURES ARE FOR FLAT ROOF ONLY. WIND LOADS FOR THE DESIGN OF SLOPED ROOFS (WITH

ANGLES GREATER THAN 10 DEGREES) SHALL BE OBTAINED USING THE PROVISIONS OF ASCE 7-05.

9. PARAPETS SHALL BE DESIGNED FOR COMPONENTS AND CLADDING LOADS PER ASCE 7-05 SECTION

6.5.12.4.4. IF A PARAPET 3'-0" OR HIGHER OCCURS AROUND THE PERIMETER OF THE ROOF, ZONE 3 MAY

BE TREATED AS ZONE 2 FOR ROOF PRESSURE AND SUCTION.

ROOF, ZONE 1

ROOF, ZONE 2

ROOF, ZONE 3

WALL, ZONE 4

WALL, ZONE 5

DESIGN LOADING:

LIVE:

A. FLAT ROOFS .......................................................... 20 PSF

B. RESIDENTIAL ......................................................... 40 PSF

C. BALCONIES (LESS THAN 100 SQ.FT) .................. 60 PSF

D. BALCONIES (GREATER THAN 100 SQ.FT) .......... 100 PSF

E. ROOF-TOP AMENITY ............................................. 100 PSF

F. STAIRS ................................................................... 100 PSF

G. PRIVATE RESIDENTIAL CORRIDORS ................... 40 PSF

SUPERIMPOSED DEAD LOAD:

A. ROOF-TOP AMENITY .............................................. 50 PSF

WIND:

A. BASIC WIND SPEED ............................................. 110 MPH

B. IMPORTANCE FACTOR ........................................ 1.0

C. EXPOSURE ............................................................ B

D. GCpi ........................................................................ +/- 0.18

E. COMPONENTS & CLADDING ................................ RE: TABLE THIS SHEET

EARTHQUAKE:

A. IMPORTANCE FACTOR ......................................... 1.0

B. Ss, S1 ...................................................................... 0.081, 0.033

C. SITE CLASS ............................................................ C

D. Sds, Sd1 .................................................................. 0.065, 0.037

E. SEISMIC DESIGN CATEGORY .............................. A

F. DESIGN BASE SHEAR (BUILDING / GARAGE) ....... 120 KIPS / 190 KIPS

G. Cs ............................................................................ 0.022

H. R ............................................................................... 3.0

I. ANALYSIS PROCEDURE ....................................... EQUIVALENT LATERAL FORCE

STRUCTURAL STEEL:

1. STRUCTURAL STEEL SHALL CONFORM TO THE A.I.S.C. "STEEL CONSTRUCTION MANUAL",

FOURTEENTH EDITION.

2. WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN

WELDING SOCIETY. WELDING ELECTRODES SHALL CONFORM TO AWS A5.1 OR A5.5 FOR SERIES

#E70 ELECTRODES.

3. BOLTS AND BOLTED CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF THE

"SPECIFICATIONS" FOR STRUCTURAL JOINTS USING A.S.T.M. A-325 BOLTS OR A490 BOLTS, AS

APPROVED BY THE RESEARCH COUNCIL ON RIVETED AND BOLTED JOINTS USING ASTM A-325 BOLTS.

USE BEARING TYPE BOLTS WITH THREADS EXCLUDED FROM THE SHEAR PLANE.

4. IN GENERAL, IT IS THE INTENT OF THESE PLANS AND SPECIFICATIONS THAT ALL SHOP

CONNECTIONS ARE TO BE WELDED OR BOLTED AND ALL FIELD CONNECTIONS ARE TO BE BOLTED

EXCEPT WHERE NOTED ON THE DRAWINGS OTHERWISE.

5. STRUCTURAL STEEL SHAPES, PLATES, ETC., SHALL CONFORM TO THE FOLLOWING MINIMUM

REQUIREMENTS:

A. W SHAPE ............................. ASTM A992, Fy = 50ksi

B. RECTANGULAR HSS ........... ASTM A500 Gr.B, Fy = 46ksi

C. ROUND HSS ....................... ASTM A500 Gr.B, Fy = 42ksi

D. PIPE ..................................... ASTM A53 Gr.B, Fy = 35ksi

E. M,S,C,MC,L ........................... ASTM A36, Fy = 36ksi

F. HP .......................................... ASTM A572 Gr. 50, Fy = 50ksi

G. PLATES & BARS................... ASTM A572 Gr. 50, Fy = 50ksi

6. ALL BEAM CONNECTIONS SHALL BE STANDARD DOUBLE ANGLE TYPE UNLESS DETAILED

OTHERWISE. PLATE SIZES, NUMBER AND SIZE OF BOLTS FOR FIELD CONNECTIONS SHALL BE

DESIGNED BY THE FABRICATOR. DESIGN STANDARD CONNECTIONS USING 55% OF THE TOTAL LOAD

CAPACITY SHOWN IN THE BEAM TABLES, PART 3, FOURTEENTH EDITION OF THE A.I.S.C. CODE FOR

GIVEN BEAM SPAN IF THE SHEAR IS NOT GIVEN. IN NO CASE SHALL THE MINIMUM NUMBER OF BOLTS

BE LESS THAN 2 ROWS FOR W12 & SMALLER;, 3 ROWS FOR W14, W16, & W18, 4 ROWS FOR W21 AND

W24, 5 ROWS FOR W27 & W30 AND 6 ROWS FOR W33 AND W36.

7. PROVIDE A PRIME COAT OF RED OXIDE PAINT TO ALL STRUCTURAL STEEL PRIOR TO SHIPMENT.

8. ALL SCARRED, MARRED, OR OTHERWISE DAMAGED PAINT SHALL BE TOUCHED UP AFTER

COMPLETION OF CONSTRUCTION.

9. PROVIDE WEB STIFFENERS TO ALL BEAMS AT SUPPORT LOCATIONS. WELD STIFFENERS TO EACH

SIDE OF BEAM CENTERED DIRECTLY ABOVE SUPPORT. MIN. PLATE THICKNESS IS ¼".

10. ALL HEADED STUDS SHALL BE DRAWN ARC WELDED.

SHOP DRAWINGS AND SUBMITTALS:

1. SHOP DRAWINGS AND SUBMITTALS PERTINENT TO STRUCTURAL MEMBERS AND SYSTEMS DESIGNED

BY THE STRUCTURAL ENGINEER OF RECORD WILL BE REVIEWED FOR GENERAL CONFORMANCE TO

THE FOR CONSTRUCTION STRUCTURAL DRAWINGS PRODUCED BY THE ENGINEER OF RECORD.

2. ALL SHOP DRAWINGS PERTINENT TO STRUCTURAL SHALL INDICATE THE DATE OF THE

CORRESPONDING STRUCTURAL DRAWINGS FROM WHICH THEY WERE PRODUCED. ALL SHOP

DRAWINGS SHALL REFERENCE THE STRUCTURAL PLANS, SECTIONS OR DETAILS FROM WHICH THEY

WERE PRODUCED.

3. FABRICATION OF STRUCTURAL COMPONENTS DETAILED IN SHOP DRAWINGS AND SUBMITTALS

SHALL NOT COMMENCE WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER, ARCHITECT

AND CONTRACTOR.

4. STRUCTURAL ELEMENTS AND SYSTEMS SHALL BE CONSTRUCTED UTILIZING THE FOR CONSTRUCTION

STRUCTURAL DRAWINGS IN CONJUNCTION WITH APPROVED SHOP DRAWINGS. ANY DISCREPANCIES

BETWEEN STRUCTURAL DRAWINGS, OTHER CONSULTANT DRAWINGS AND APPROVED SHOP DRAWINGS

SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER PRIOR TO COMMENCING

FABRICATION OR CONSTRUCTION.

11. UNLESS NOTED OTHERWISE BY THE ARCHITECT, 3 HOUR FIRE RATED

CMU WALLS SHALL CONSIST OF FULLY GROUTED 8" STANDARD CMU BLOCK.

BUILDING PAD PREPARATION (CHEMICAL INJECTION):

1. ALL BUILDING PADS SHALL BE STABILIZED WITH CHEMICAL INJECTION WITH STICK

ACCORDANCE WITH RECOMMENDATIONS SET FORTH IN THE GEOTECH REPORT AND OR

THE SUPPLEMENTAL GEOTECH REPORT.

2. INSTALL SUFFICIENT MATERIAL TO ACHIEVE UNIFORM DISPERSAL AND RESULT IN A

PERMANENT REDUCTION IN AVERAGE SWELL POTENTIAL OF LESS THAN 1%, WITH NO

SINGLE SWELL GREATER THAN 1.5%. UPON COMPLETION OF BUILDING PAD

STABILIZATION, TESTING LAB SHALL CONFIRM THROUGH TESTING THAT COMPLETED

BUILDING PAD HAS ATTAINED MET THE AFOREMENTIONED MAXIMUM SWELL CRITERIA.

3. FILL REQUIRED (ON-SITE MATERIAL) TO ACHIEVE FINISH SUB-GRADE SHALL BE PLACED IN

8" MAXIMUM LOOSE LIFTS AND COMPACTED TO WITHIN 95% OF STANDARD PROCTOR

DENSITY AT 2 POINTS ABOVE OPTIMUM MOISTURE CONTENT.

4. IMPORTED FILL MATERIAL UTILIZED TO ACHIEVE FINISH SUB-GRADE ELEVATION SHALL

BE SELECT FILL HAVING A PLASTICITY INDEX OF AT LEAST 4 BUT NOT GREATER THAN 12

WITH NO MORE THAN 40% PASSING THE NO. 200 SIEVE.

5. IMPORTED FILL SHALL BE PLACED IN 8" MAXIMUM LOOSE LIFTS AND COMPACTED TO

WITHIN 95% OF STANDARD PROCTOR DENSITY AT 2 POINTS ABOVE OPTIMUM MOISTURE

CONTENT.

6. TESTING LAB SHALL CONFIRM AND ISSUE A REPORT INDICATING THAT THE BUILDING PAD

HAS BEEN STABILIZED IN SUCH A MANNER THAT THE MAXIMUM POTENTIAL VERTICAL

RISE OF THE COMPLETED BUILDING PAD WILL NOT EXCEED 1" IN THE INJECTED ZONE.

SLAB-ON-GRADE NOTES:

1. SLAB ON GRADE SHALL BE 4" THICK REINFORCED WITH #3 @ 12" O.C. EACH WAY 1 1/2"

CLEAR FROM TOP OF SLAB.

2. REFER TO ARCH. DRAWINGS FOR SUB-CONCRETE SLAB VAPOR BARRIER SPECIFICATIONS.

3. GRADING SAND TO CONTROL CONCRETE THICKNESS SHALL NOT EXCEED 2" THICKNESS

AND SHALL BE PROPERLY COMPACTED.

4. THE TOP 6" OF FINISH SUBGRADE SHALL BE SCARIFIED AND RE-COMPACTED TO WITHIN 95%

OF STANDARD PROCTOR DENSITY AT OR SLIGHTLY ABOVE OPTIMUM MOISTURE CONTENT.

5. THE GRADE SLAB SHALL HAVE CONTROL JOINTS SPACED AT 25' MAXIMUM ON CENTER

EACH WAY. THE CONTROL JOINTS MAY BE TOOLED OR SAWN.

CONCRETE REINFORCEMENT :

1. REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL CONFORMING TO

A.S.T.M. A-615, GRADE 60.

2. REINFORCING BARS SHALL BE DETAILED IN ACCORDANCE WITH THE A.C.I. DETAILING

MANUAL. PROVIDE BAR SUPPORTS AND SPACERS AS REQUIRED.

3. PROVIDE CORNER BARS AT ALL INTERSECTING REINFORCING MEMBERS IN WALLS AND

BEAMS. CORNER BARS SHALL BE THE SAME SIZE AS THE LARGER INTERSECTING BAR AND

SHALL PROVIDE A MINIMUM LAP OF 30 BAR DIAMETERS.

4. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT:

A. CONCRETE SLABS-ON-GRADE ................................... 1 1/2" CLEAR TOP

B. PIERS .............................................................................. 3" CLEAR

C. PIER CAPS ...................................................................... 3" CLEAR BOTT.

1 1/2" ELSEWHERE

D. BEAMS & COLUMNS ...................................................... 1 1/2" CLEAR

E. POST-TENSIONED SLABS ............................................. 3/4" CLEAR BOTT.

5. DETAILING OF REINFORCING BARS IN GRADE SLABS, GRADE BEAMS SHALL BE AS FOLLOWS:

A. TOP AND BOTTOM BARS TO BE CONTINUOUS BETWEEN SUPPORTS.

B. TOP BARS AT THE ENDS OF BEAMS TO HAVE STANDARD 90 DEGREE HOOKS.

C. SPLICE TOP BARS AT THE MIDSPAN BETWEEN SUPPORTS. (U.N.O.)

D. SPLICE BOTTOM BARS DIRECTLY OVER SUPPORTS. (U.N.O.)

E. ALTERNATE SPLICES IN MIDDLE BARS BETWEEN SUPPORTS AND MIDSPANS WITH

NO MORE THAN 1/2 OF THE BARS SPLICED AT ANY ONE LOCATION.

F. ALL BAR SPLICES SHALL BE 30 BAR DIAMETERS MINIMUM.

BUILDING COMPONENT AND CLADDING DESIGN WIND PRESSURES (+) AND SUCTION (-) (PSF)

ZONE 1 -24.3 - -23.0 - -21.2 - -19.8 - -18.4 -

ZONE 2 -38.2 - -36.3 - -33.8 - -31.8 - -29.9 -

ZONE 3 -52.1 - -49.6 - -46.4 - -43.9 - -41.4 -

ZONE 4 -16.6 +16.6 -16.6 +16.6 -15.8 +15.3 -15.1 +14.3 -14.4 +13.3

ZONE 5 -30.5 +16.6 -30.5 +16.6 -27.0 +15.3 -24.3 +14.3 -21.7 +13.3

PARAPET COMPONENT AND CLADDING DESIGN WIND PRESSURES (+) AND SUCTION (-) (PSF)

EFFECTIVE AREA (SQ FT) 10 20 50 100 200

ZONE 4 +49.3 -27.7 +47.4 -27.7 +43.5 -25.5 +40.6 -23.9 +37.7 -22.2

ZONE 5 +63.1 -41.6 +60.7 -41.6 +56.1 -36.8 +52.7 -33.1 +49.2 -29.5

EFFECTIVE AREA (SQ FT) 10 20 50 100 200

FOUNDATION DESIGN :

1. FOUNDATIONS HAVE BEEN PROPORTIONED IN ACCORDANCE WITH

RECOMMENDATIONS SET FORTH IN THE SUBSURFACE INVESTIGATION REPORT

AUTHORED BY TERRACON CONSULTANTS, INC., THEIR PROJECT NO. 96155032,

DATED MARCH 23, 2015.

BUILDING PAD PREPARATION:

1. BUILDING PAD PREPARATION SHALL BE IN STRICT COMPLIANCE WITH THE

GEOTECH INVESTIGATION PREPARED BY TERRACON CONSULTING, INC., THEIR

PROJECT NO. 96155032, DATED MARCH 23, 2015.

2. BUILDING PAD IS REQUIRED TO BE STABILIZED PER THE GEOTECH REPORT TO

ACHIEVE A PERMANENT REDUCTION IN POTENTIAL VERTICAL MOVEMENT OF 1"

OR LESS.

3. CONSULT THE GEOTECH INVESTIGATION PEFORMED BY TERRACON

CONSULTING, INC. FOR DESCRIPTIONS RELATED TO THE VARIOUS SOIL STRATA

AND THEIR RELATIVE LOCATIONS THROUGHOUT THE PROJECT. THE REPORT

INDICATES THAT EARTHWORK OPERATIONS COULD AFFECT THE STRATA IN

WHICH THE FOUNDATIONS BEAR, RESULTING IN MODIFICATIONS TO THE

ESTIMATED POTENTIAL VERTICAL MOVEMENT OF THE SOILS UNDERLAYING THE

FOUNDATIONS. CONSULT THE GEOTECH DURING EARTHWORK OPERATIONS TO

VERIFY SOIL STRATA AND WHAT, IF ANY, SUBGRADE MODIFICATIONS ARE

REQUIRED TO ACHIEVE A PVM OF 1" OR LESS.

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES



Viewtech, Inc.3205 Beltway Drive Addison, TX 75001

940.661.8187 www.vtinc.net

02 12.15.2015GMP

03 05.13.2016FOR CONSTRUCTION

12" = 1'-0"

5/1

3/2

016 1

1:4

9:4

0 A

M

S101

General Notes

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748


WOOD FLOOR & ROOF FRAMING:

1. NOTCHES ON THE ENDS OF JOISTS SHALL NOT EXCEED ONE FOURTH THE JOIST DEPTH. HOLES

BORED IN JOISTS SHALL NOT BE WITHIN 2" OF THE TOP AND BOTTOM CHORD OF THE JOIST, AND THE

DIAMETER OF ANY HOLE SHALL NOT EXCEED ONE THIRD THE DEPTH OF THE JOIST. NOTCHES IN

THE TOP OR BOTTOM CHORDS OF JOISTS SHALL NOT EXCEED ONE SIXTH THE DEPTH AND SHALL

NOT BE LOCATED IN THE MIDDLE THIRD OF THE SPAN. THE GENERAL CONTRACTOR SHALL

COORDINATE THESE GUIDELINES WITH OTHER TRADES.

2. HOLES AND NOTCHES IN BEAMS AND HEADERS ARE NOT PERMITTED UNLESS VERIFIED IN WRITING

BY THE ENGINEER OF RECORD.

3. BEAMS COMPRISED OF 2 OR MORE MEMBERS SHALL BE GLUED AND NAILED TOGETHER WITH A

MINIMUM OF TWO (2) ROWS OF 16d NAILS AT 12" ON CENTER. BEAMS COMPRISED OF THREE OR

MORE MEMBERS SUPPORTING LOAD THROUGH SIDE HANGERS SHALL HAVE ADDITIONAL ½"

DIAMETER THRU BOLTS AT 18" ON CENTER STAGGERED TOP AND BOTTOM.

4. SPLICING OF MEMBERS SHALL NOT BE PERMITTED UNLESS SHOWN ON THE PLANS OR VERIFIED IN

WRITING BY THE ENGINEER.

5. INSTALL MEMBERS TRUE, PLUMB AND LEVEL AND PROVIDE ADEQUATE TEMPORARY BRACING AND

SHORING UNTIL FINAL CONNECTIONS ARE MADE.

6. DURING CONSTRUCTION, STOCK PILES OF GYPSUM SHEATHING STORED ON ANY LEVEL ABOVE THE

FOUNDATION SHALL NOT EXCEED 16 SHEETS (10 INCHES).

WOOD WALL FRAMING:

1. REFER TO HEADER AND COLUMN SCHEDULE FOR EXACT NUMBER OF 2x STUDS TO BE INSTALLED

DIRECTLY BENEATH HEADER. UNLESS NOTED OTHERWISE, PROVIDE AN EQUAL NUMBER OF 2x

STUDS AT EACH END OF BUILT-UP BEAMS AS THE NUMBER OF MEMBERS IN THE BEAM.

2. PROVIDE DOUBLE STUDS AT ALL ANGLES , CORNERS, AND OPENINGS

3. PROVIDE DOUBLE TOP PLATES AT THE TOP OF ALL STUD WALLS.

4. DOUBLE PLATES SHALL LAP A MINIMUM OF FOUR (4) FEET. SPLICES SHALL OCCUR AT CENTER OF

SUPPORTING STUD.

5. REFERENCE SHEARWALL NAILING AND SHEATHING NOTES AND ARCHITECTURAL PLANS FOR WALL

SHEATHING TYPE AND NAILING REQUIREMENTS.

6. BUILT-UP COLUMNS (AND SHEAR WALL CHORDS) SUPPORTING BEAMS, HEADERS AND TRUSS

GIRDERS SHALL BE CAPABLE OF TRANSFERRING LOAD THRU EACH FLOOR SYSTEM

UN-INTERRUPTED TO THE FOUNDATION. PROVIDE STUB COLUMNS AT LOCATIONS WHERE FLOOR

TRUSSES ARE NOT EXACTLY BENEATH THE COLUMN BASE. UNLESS NOTED OTHERWISE STUB

COLUMNS SHALL BE MULTI-PLY EQUAL TO THAT OF THE BUILT-UP COLUMN, AND OF THE SAME

MATERIAL AS THE WALL STUDS.

7. BUILT UP COLUMNS SHALL BE LAMINATED IN STRICT COMPLIANCE WITH RECOMMENDATIONS SET

FORTH IN THE MOST CURRENT EDITION OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD

CONSTRUCTION.

8. INSTALL CORNER BRACING IN ACCORDANCE WITH BUILDING CODE REQUIREMENTS AT OR

ADJACENT TO EVERY EXTERIOR CORNER.

9. SILL PLATES AT THE BUILDING EXTERIOR SHALL BE FASTENED TO THE CONCRETE SUPPORT

STRUCTURE WITH ½" DIAMETER ANCHOR BOLTS @ 48" ON CENTER OR PER SHEARWALL NAILING

AND SHEATHING NOTES AT SHEARWALLS (MINIMUM 2 BOLTS PER PLATE TYPICAL). INTERIOR SILL

PLATE SHALL BE ANCHORED WITH "HILTI" X-CP 72 POWER DRIVEN PINS @ 18" ON CENTER OR PER

SHEARWALL NAILING AND SHEATHING NOTES AT SHEARWALLS (MINIMUM 4 PINS PER PLATE

TYPICAL).

10. LOAD BEARING WALLS, INCLUDING SHEARWALLS, CONSTRUCTED FROM FINGER JOINTED STUDS

SHALL BE SHEATHED ON AT LEAST ONE FACE OR BRACED W/1x4 HORIZONTAL (CONT.) AT

MID-HEIGHT OF WALL PRIOR TO LOADING THEM WITH FLOOR CONSTRUCTION.

11. FINGER JOINTED STUDS SHALL EXCEED THE MATERIAL PROPERTIES AND ALLOWABLE STRESSES

FOR SOLID LUMBER AS SPECIFIED FOR STUD GRADE CONSTRUCTION.

12. SILL PLATES AT FIRST FLOOR GROUND BEARING FOUNDATION SHALL BE NATURALLY DURABLE OR

PRESERVATIVE TREATED WOOD IN ACCORDANCE WITH IBC CODE REQUIREMENTS.

13. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL CONDITIONS, DIMENSIONS AND

ELEVATIONS PRIOR TO ANY CONSTRUCTION.

PLYWOOD OR ORIENTED STRAND BOARD:

1. PLYWOOD OR ORIENTED STRAND BOARD SHALL BE APA-RATED SHEATHING FOR FLOORS, ROOFS

AND WALLS.

2. PLYWOOD OR ORIENTED STRAND BOARD SHALL BE INSTALLED IN ACCORDANCE WITH THE LATEST

APA RECOMMENDATIONS FOR FLOOR, ROOF AND WALL CONSTRUCTION.

3. PROVIDE A MINIMUM 1/8" SPACE BETWEEN PLYWOOD OR ORIENTED STRAND BOARD PANELS ALONG

ALL PANEL EDGES UNLESS NOTED OTHERWISE BY PANEL MANUFACTURER.

4. LONG PANEL DIMENSION OF PLYWOOD OR ORIENTED STRAND BOARD SHALL BE PLACED

PERPENDICULAR TO SUPPORTS AND SHALL BE CONTINUOUS OVER TWO OR MORE SPANS.

5. PROVIDE PANEL CLIP OR TONGUE AND GROOVE EDGES AS APPLICABLE IN ACCORDANCE WITH APA

RECOMMENDATIONS.

6. UNLESS OTHERWISE NOTED ON STRUCTURAL DETAILS, NAIL SHEATHING W/8d COMMON NAILS AT 6"

ON CENTER ALONG PANEL EDGES AND W/8d COMMON NAILS @ 12" ON CENTER ALONG

INTERMEDIATE FRAMING MEMBERS.

7. ADHESIVES USED TO ATTACH FLOOR SHEATHING TO FRAMING MEMBERS SHALL CONFORM WITH

CONFORMANCE SPECIFICATION AFG-01 OF THE APA FOR GLUED FLOOR SYSTEMS.

8. PLYWOOD DECK SHALL CONFORM TO THE MINIMUM THICKNESS INDICATED ON THE DRAWINGS AND

SHALL BE MANUFACTURED IN ACCORDANCE WITH SPECIFICATIONS OF THE AMERICAN PLYWOOD

ASSOCIATION.

9. PLYWOOD DECK FOR FLOOR AND ROOF DIAPHRAGMS SHALL BE FASTENED TO SUPPORTING

MEMBERS USING THE NAIL SIZE AND SPACING AS SHOWN ON THE DRAWINGS.

WOOD CONNECTORS:

1. NAILS, SPIKES, STAPLES, BOLTS, NUTS, WASHERS, ETC. SHALL BE GALVANIZED FOR EXTERIOR OR

TREATED WOOD LOCATIONS; PLAIN FINISH FOR INTERIOR LOCATIONS.

2. FRAMING CONNECTORS SHALL BE SIMPSON "STRONG-TIE" OR APPROVED EQUAL AND SHALL BE

BUILDING CODE APPROVED FOR THE TYPE OF INSTALLATION INDICATED.

3. BOLT HOLES THROUGH WOOD SHALL BE DRILLED 1/16" MAXIMUM LARGER THAN THE DIAMETER OF

THE BOLTS TO BE INSTALLED.

4. BOLTS THOUGH WOOD SHALL BE FITTED WITH STANDARD WASHERS AT HEAD AND NUT ENDS.

5. BOLTS SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1-1981

MATERIAL PROPERTIES FOR WOOD FRAMING:

MATERIAL

Fb = 1200 psi

Fv = 90 psi

E = 1,600,000 psi

#2 S.Y.P.

Fv = 90 psi

E = 1,600,000 psi

Fb = 2,925 psi

Fv = 285 psi

Ft = 1,850 psi

Fc = 2,700 psi

E = 2,000,000 psi

Fb = 900 psi

Fc = 1350 psi

E = 1,600,000 psi

WALL STUDS

Fc = 850 psi

E = 1,400,000 psi

#2 S.Y.P.(2x WIDTH 8" & SMALLER)

BEAMS, HEADERS, JOISTS

& SILL PLATES

Fb = 975 psi(2x WIDTH 10" & WIDER)

BEAMS, HEADERS, JOISTS

& SILL PLATES

LAMINATED VENEER

LUMBER (LVL), PARALLEL

STRAND LUMBER (PSL)

#2 D.F.L.WOOD COLUMNS

STUD D.F.L. Fb = 700 psi

MEMBERS: ALLOWABLE STRESSES:

OF LOAD BEARING WALL

TOP PLATES & SILL PLATES #2 D.F.L.

PREFABRICATED WOOD TRUSSES:

1. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER IN

ACCORDANCE WITH THE LATEST EDITION OF THE NATIONAL DESIGN SPECIFICATION FOR STRESS-GRADE

LUMBER AND ITS FASTENINGS AS RECOMMENDED BY THE NATIONAL FOREST PRODUCTS ASSOCIATION.

2. TRUSS MEMBERS AND CONNECTIONS SHALL BE PROPORTIONED, WITH A MAXIMUM ALLOWABLE STRESS

INCREASE FOR LOAD DURATION OF 15%, TO WITHSTAND THE FOLLOWING LOADS:

A. FLOOR LOADING: TOP CHORD: DL = 25 PSF

DL = 50 PSF (ROOF TOP AMENITY AREA) LL = 40 PSF (APARTMENTS)

LL = 100 PSF (CORRIDORS)

LL = 60 PSF (BALCONIES)

LL = 100 PSF (BALCONIES > 100 SQ.FT. AREA)

LL = 100 PSF (ROOF TOP AMENITY AREA)

BOTTOM CHORD: DL = 10 PSF

B. ROOF LOADING: TOP CHORD: DL = 15 PSF

LL = (REFER TO DESIGN LIVE LOADING)

BOTTOM CHORD: DL = 5 PSF

3. TRUSS MANUFACTURER SHALL DESIGN FLOOR TRUSSES SUPPORTING LOAD BEARING WALLS TO CARRY

THE LOAD IMPOSED BY THE BEARING WALL IN ADDITION TO THE SPECIFIED LOADING.

4. TRUSS MANUFACTURER SHALL DESIGN ALL FLOOR AND ROOF TRUSSES FOR ALL GRAVITY, SHEAR AND

WIND LOADS.

5. TRUSSES ARE DESIGNED FOR IN SERVICE CONDITIONS ONLY. CONTRACTOR SHALL TAKE NECESSARY

PRECAUTIONS TO PROPERLY BRACE TRUSSES DURING LIFTING AND ERECTION.

6. THE TRUSS MANUFACTURER SHALL SUBMIT THE FOLLOWING CERTIFICATIONS, SEALED BY THE ENGINEER

RESPONSIBLE FOR DESIGN, FOR THE ARCHITECT'S APPROVAL PRIOR TO FABRICATION OF ANY MATERIALS.

A. CERTIFICATION OF THE RATED LOAD CAPACITY OF THE CONNECTORS USED TO SECURE THE MEMBERS BY AN

INDEPENDENT AGENCY.

B. CERTIFICATION THAT THE MANUFACTURER IS LICENSED TO FABRICATE TRUSSES UTILIZING THE CONNECTOR

SYSTEM PROPOSED.

C. CERTIFICATION THAT THE TRUSSES ARE DESIGNED TO MEET THE LOAD CRITERIA SPECIFIED HEREIN.

D. FABRICATION AND INSTALLATION DRAWINGS SHALL BE SUBMITTED TO THE CONTRACTOR FOR APPROVAL OF

SIZE, SHAPE AND LAYOUT PRIOR TO FABRICATION OF MATERIALS.

E. CERTIFICATION THAT THE TRUSSES HAVE BEEN DESIGNED IN ACCORDANCE WITH THE CRITERIA SET FORTH

IN TPI 1-2007

7. TRUSS LENGTHS AND PROFILES SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS PRIOR TO

FABRICATION, CONFIGURATION AND SIZE OF WEB CHORD MEMBERS SHALL BE DETERMINED BY TRUSS

MANUFACTURER.

8. CONTRACTOR SHALL KEEP TRUSSES LATERALLY BRACED DURING ERECTION, UNTIL ALL DIAPHRAGMS ARE

INSTALLED.

9. THE MOISTURE CONTENT OF LUMBER SHALL NOT EXCEED 19 % NOR BE LESS THAN 7 % AT THE TIME OF

FABRICATION.

10. TRUSS MANUFACTURER SHALL RECOMMEND FOR INSTALLATION BY THE GENERAL CONTRACTOR, THE

MINIMUM BRIDGING REQUIRED FOR OPEN WEB WOOD FLOOR AND ROOF TRUSSES.

11. TRUSS MANUFACTURER (DESIGNER) SHALL PUBLISH THE MAXIMUM NET UPLIFT FORCE REQUIRED FOR

ANCHORAGE OF THE ROOF TRUSSES.

12. MAXIMUM LIVE LOAD DEFLECTION SHALL BE SPAN/240 FOR ROOF TRUSS AND SPAN/360 FOR FLOOR,

BALCONY AND BREEZEWAY/CORRIDOR TRUSSES.

13. TRUSS MANUFACTURERS SHALL RECOMMEND MINIMUM ADEQUATE LATERAL BRACING AS NEEDED FOR

GABLE END TRUSSES.

14. TRUSS MANUFACTURER SHALL DESIGN ROOF TRUSSES TO SUPPORT ROOF TOP MECHANICAL UNITS.

COORDINATE LOCATION AND DESIGN WEIGHTS WITH MECHANICAL.

1. ALL WOOD FRAMING SHALL BE USED AT 19% MAXIMUM MOISTURE CONTENT AND SHALL MEET THE

FOLLOWING MINIMUM REQUIREMENTS (ALLOWABLE STRESSES ARE UNFACTORED AND ARE BASED ON

THE 2005 NATIONAL DESIGN SPECIFICATION (NDS) PUBLISHED BY THE NATIONAL FOREST PRODUCTS

ASSOCIATION) :

GLU-LAM BEAMS S.Y.P. Fb = 3,000 psi

Fv = 300 psi

E = 2,000,000 psi

2. SILL PLATES AND OTHER MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE MASONRY

SHALL BE PRESSURE TREATED FOR MOISTURE RESISTANCE.

3. ALL WOOD FRAMING IN EXTERIOR WALLS TO BE FIRE RETARDANT TREATED WOOD FOR ALL FIVE LEVEL

WOOD STRUCTURES

3-8d

2-8d

16d @ 16" O.C.

4-8d2-16d

2-16d

16d @ 24" O.C.

16d @ 16" O.C.

8-16d

16d @ 16" O.C.

3-8d

4-8d

3-16d

3-16d

3-8d

16d @ 24" O.C.

COMMON NAILSCONNECTION

TYPICAL NAILING SCHEDULE

MEMBERS

1. JOIST TO SILL OR GIRDER

2. BRIDGING TO JOIST

3. SOLE PLATE TO JOIST OR BLOCKING

4. TOP PLATE TO STUD

5. STUD TO SOLE PLATE

6. DOUBLE STUDS

7. DOUBLED TOP PLATES

8. DOUBLE TOP PLATES, LAP SPLICE

12. CONTINUOUS HEADER, TWO PIECES

13. CEILING JOISTS TO PLATE

14. CONTINUOUS HEADER TO STUD

15. CEILING JOISTS, LAPS OVER PARTITIONS

16. CEILING JOISTS TO PARALLEL RAFTERS

17. RAFTER TO PLATE

18. BUILT-UP CORNER STUDS

*** FOR ALTERNATE REFER TO 2009 IBC TABLE 2304.9.1

FACE NAIL

TOENAIL

FACE NAIL

FACE NAIL

TOENAIL

TOENAIL

FACE NAIL

FACE NAIL

FACE NAIL

FACE NAIL

TOENAILEND NAIL

END NAIL

FACE NAIL

TOENAIL EACH END

TOENAIL 3- 2 1/2" x .131"

3- 3" x .131"

4- 3" x .131"

2- 2 1/2" x .131"

3- 3" x .131"

3 1/2" x .162" @ 24" O.C.

ALTERNATE COLLATED NAILING

3 1/2" x .162" @ 16" O.C.

3- 3" x .131"

OR

2- 3" x .131"

OR

3" x .131" @ 8" O.C.

OR

3 1/2" x .162" @ 16" O.C.

3" x .131" @ 12" O.C.

OR

8 - 3 1/2" x .162"

12 - 3" x .131"

OR

9. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATETOENAIL 3- 2 1/2" x .131"

3- 3" x .131"

OR

10. RIM JOIST TO TOP PLATE TOENAIL 2 1/2" x .131" @ 6" O.C.

3" x .131" @ 6" O.C.

OR

8d @ 6" O.C.

11. TOP PLATES, LAPS & INTERSECTIONS FACE NAIL 2-16d 2- 3 1/2" x .162"

3- 3" x .131"

OR

ALONG EDGES

3 1/2" x .162" @ 16" O.C.

3" x .131" @ 12" O.C.

OR

BOTH FACES

3- 2 1/2" x .131"

3- 3" x .131"

OR

4- 2 1/2" x .131"

4- 3" x .131"

OR

3- 3 1/2" x .162"

4- 3" x .131"

OR

3- 3 1/2" x .162"

4- 3" x .131"

OR

3- 2 1/2" x .131"

3- 3" x .131"

OR

3 1/2" x .162" @ 24" O.C.

3" x .131" @ 16" O.C.

OR

3-8d

8d @ 6" O.C. AROUNDPERIMETER

19. ROOF SHEATHING 5/8" OR LESS FACE NAIL 2 1/2" x .131" @ 6" O.C.

OR

8d @ 12" O.C. ALONGINTERMEDIATESUPPORTS

FACE NAIL 2 1/2" x .131" @ 12" O.C.

OR


20. WALL SHEATHING 5/8" OR LESS FACE NAIL 2 1/2" x .131" @ 6" O.C.

2 3/8" x .113" @ 4" O.C.

OR


FACE NAIL 2 1/2" x .131" @ 12" O.C.

OR

2 3/8" x .113" @ 8" O.C.

2 3/8" x .113" @ 4" O.C.

2 3/8" x .113" @ 8" O.C.


21. FLOOR SHEATHING 7/8" TO 1 1/4" FACE NAIL 3" x .148" @ 6" O.C.

2 1/2" x .131" SCREW SHANK @ 6" O.C.

OR


FACE NAIL 3" x .148" @ 12" O.C.

OR

2 1/2" x .131" SCREW SHANK @ 12" O.C.

4 STORY LOAD BEARING WALL STUD SCHEDULE *

LEVEL EXTERIOR PARTY WALL CORRIDOR WALL INTERIOR WALL

4TH LEVEL

3RD LEVEL

2ND LEVEL

1ST LEVEL

SPAN HEADER

0'-3' 2-2x4 1-2x4 LAMINATED 1-2x4 LAMINATED


NOTES: LAMINATED COLUMNS ARE DESIGNED FOR STUD GRADE U.N.O.* DENOTES THAT COLUMN MUST BE GRADE #2 OR BETTER** HEADERS IN 2x6 WALLS SHALL BE 3-PLIES OF THE MEMBERS LISTED ABOVE. HEADER COLUMNS IN 2X6

WALLS SHALL BE 2x6 STUDS OF THE QUANTITY LISTED ABOVE

EXTERIOR NON-LOAD BEARING WALL HEADER SCHEDULE

SPAN HEADERCOLUMN

(EA. BM. END) **CONTINUOUS STUD

(ALL LEVELS)

1-2x4 LAMINATED 2-2x4 LAMINATED



NOTES: LAMINATED COLUMNS ARE DESIGNED FOR STUD GRADE U.N.O.* DENOTES THAT COLUMN MUST BE GRADE #2 OR BETTER** HEADERS IN 2x6 WALLS SHALL BE 3-PLIES OF THE MEMBERS LISTED ABOVE. HEADER COLUMNS IN 2x6

WALLS SHALL BE 2x6 STUDS OF THE QUANTITY LISTED ABOVE


INTERIOR NON-LOAD BEARING WALL HEADER SCHEDULE

COLUMN(EA. BM. END) **

CONTINUOUS STUD(ALL LEVELS)

9'-11/8"

9'-11/8"

9'-11/8"

10'-11/8"

MAX PLATE HEIGHT


0'-3' 2-2x4

8'-10' 2-2x10

3'-6' 2-2x6

6'-8' 2-2x8


2x4 @ 16" 2x4 @ 16"

2x4 @ 16"

2x4 @ 12"

2x4 @ 12"

2-2x4 @ 16"

2x4 @ 16"

2x4 @ 16"

2x4 @ 12"

2x4 @ 16"

2x4 @ 16"

2x4 @ 12"

2-2x4 @ 8" 2-2x4 @ 12" 2-2x4 @ 12" 2-2x4 @ 12"

4 STORY 2x6 LOAD BEARING WALL STUD SCHEDULE

LEVEL EXTERIOR # PARTY WALL CORRIDOR WALL INTERIOR WALL

4TH LEVEL

3RD LEVEL

2ND LEVEL

MAX PLATE HEIGHT

9'-11/8"

9'-11/8"

9'-11/8"

13'-11/8"

2x6 @ 16"

2x6 @ 16"

2x6 @ 16"

2x6 @ 16"

2x6 @ 16"

2x6 @ 16"

2x6 @ 16"

2x6 @ 16"

2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16"

2-2x6 @ 12" 2-2x6 @ 16" 2-2x6 @ 16" 2-2x6 @ 16"

# ALL EXTERIOR WALLS IN AREAS DENOTED AS TYPE III CONSTRUCTION IN THE PLANS SHALL

BE FIRE RETARDANT TREATED WOOD (FRT).

1ST LEVEL

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


12" = 1'-0"

5/1

3/2

016 1

1:4

9:4

2 A

M

S102

Wood FramingNotes

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748


STATEMENT OF SPECIAL INSPECTIONS PER 2012 IBC SECTION 1704

1. INFORMATION ON THIS SHEET IS BEING SUBMITTED IN ACCORDANCE WITH THE SPECIAL INSPECTIONSPROVISIONS OF THE 2012 INTERNATIONAL BUILDING CODE. THIS INFORMATION CONSTITUTES THESCHEDULE OF SPECIAL INSPECTIONS (SSI) REQUIRED FOR THIS PROJECT.

2. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PROVIDE INSPECTIONS DURINGCONSTRUCTION ON THE TYPES OF WORK LISTED HEREIN. THE GENERAL CONTRACTOR SHALL NOTEMPLOY THE SPECIAL INSPECTORS.

3. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TOTHE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OFCONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.

4. THE SPECIAL INSPECTOR SHALL FULFILL THE FOLLOWING REPORT REQUIREMENTS:

a. SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS.

b. SPECIAL INSPECTORS SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, THE OWNER,THE GENERAL CONTRACTOR, THE STRUCTURAL ENGINEER AND THE ARCHITECT. REPORTS RELATEDTO GEOTECHNICAL ISSUES SHALL BE DISTRIBUTED TO THE GEOTECHNICAL ENGINEER. REPORTSSHALL BE SUBMITTED WITHIN 10 BUSINESS DAYS OF THE EVENT DOCUMENTED.

c. REPORTS SHALL INDICATE THAT WORK INSPECTED WAS PERFORMED IN CONFORMANCE WITHAPPROVED CONSTRUCTION DOCUMENTS.

d. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FORCORRECTION.

e. IF THE DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THEATTENTION OF THE BUILDING OFFICIAL AND TO THE REGISTERED DESIGN PROFESSIONAL INRESPONSIBLE CHARGE PRIOR TO THE COMPLETION OF THAT PHASE OF THE WORK.

f. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND CORRECTION OF ANYDISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED BY THE SPECIAL INSPECTOR ON ASCHEDULE AGREED UPON BY THE PERMIT APPLICANT AND THE BUILDING OFFICIAL PRIOR TO THESTART OF WORK.

5. THE INSPECTIONS LISTED HEREIN ARE IN ADDITION TO THE INSPECTIONS TO BE PERFORMED BY THEBUILDING OFFICIAL AND LISTED IN SECTION 110 OF THE IBC.

6. THE SPECIAL INSPECTIONS PROGRAM OUTLINED HEREIN DOES NOT RELIEVE THE CONTRACTOR OR ANYOTHER ENTITY OF ANY CONTRACTUAL DUTIES INCLUDING QUALITY CONTROL, QUALITY ASSURANCE ORSAFETY. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS AND JOBSITE SAFETY.

7. ALL SPECIAL INSPECTIONS SHALL BE PERFORMED BY A FIRM OR SPECIAL INSPECTOR UNDERSUPERVISION OF A PROFESSIONAL REGISTRANT

INSPECTION OF FABRICATORS

1. WHERE FABRICATION OF STRUCTURAL LOAD-BEARING MEMBERS AND ASSEMBLIES IS BEING PERFORMEDON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS ISREQUIRED.

2. THE SPECIAL INSPECTOR SHALL VERIFY THAT THE FABRICATOR MAINTAINS DETAILED FABRICATION ANDQUALITY CONTROL PROCEDURES THAT PROVIDE A BASIS FOR INSPECTION, CONTROL OF THEWORKMANSHIP, AND THE FABRICATOR'S ABILITY TO CONFORM TO APPROVED CONSTRUCTIONDOCUMENTS AND REFERENCED STANDARDS. THE SPECIAL INSPECTOR SHALL REVIEW THE PROCEDURESFOR COMPLETENESS AND ADEQUACY RELATIVE TO THE CODE REQUIREMENTS FOR THE FABRICATOR'SSCOPE OF WORK.

3. SPECIAL INSPECTIONS REQUIRED BY THIS CODE ARE NOT REQUIRED WHEN THE WORK IS DONE ON THEPREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIALINSPECTION. APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURALAND QUALITY CONTROL MANUALS AND PERIODIC AUDITING OF FABRICATION PRACTICES BY AN APPROVEDSPECIAL INSPECTION AGENCY. AT COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALLSUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL STATING THAT THE WORK WASPERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS.

IBC TABLE 1705.6

REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION TASK

CO

NT

INU

OU

S

PE

RIO

DIC

NO

TA

PP

LIC

AB

LE

1.

X

2.X

3.X

4.

X

5.

X

VERIFY MATERIALS BELOW SHALLOW FOUNDATIONSARE ADEQUATE TO ACHIEVE THE DESIGN BEARINGCAPACITY.

VERIFY EXCAVATIONS ARE EXTENDED TO PROPERDEPTH AND HAVE REACHED PROPER MATERIAL.

PERFORM CLASSIFICATION AND TESTING OFCOMPACTED FILL MATERIALS.

VERIFY USE OF PROPER MATERIALS, DENSITIES ANDLIFT THICKNESSES DURING PLACEMENT ANDCOMPACTION OF COMPACTED FILL.

PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVESUBGRADE AND VERIFY THAT SITE HAS BEEN PREPAREDPROPERLY.

REQUIRED VERIFICATION AND INSPECTION OF SOILS

PRIOR TO PLACEMENT OF THE PREPARED FILL, THE SPECIAL INSPECTOR SHALL DETERMINE THAT THESITE HAS BEEN PREPARED IN ACCORDANCE WITH THE APPROVED SOILS REPORT.

DURING PLACEMENT AND COMPACTION OF THE FILL MATERIAL, THE SPECIAL INSPECTOR SHALLDETERMINE THAT THE MATERIAL BEING USED AND THE MAXIMUM LIFT THICKNESS COMPLY WITH THEAPPROVED REPORT.

THE SPECIAL INSPECTOR SHALL DETERMINE, AT THE APPROVED FREQUENCY, THAT THE IN-PLACE DRYDENSITY FOR THE COMPACTED FILL COMPLIES WITH THE APPROVED REPORT.

SPECIAL INSPECTIONS ARE NOT REQUIRED DURING PLACEMENT OF FILL LESS THAN 12 INCHES.

IBC TABLE 1705.3

REQUIRED VERIFICATION AND INSPECTION OF

CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTIONREFERENCED

STANDARD(SEE NOTE A)

IBCREFERENCE

1.X ACI 318: 3.5, 7.1-7.7 1910.4

2.

XAWS D1.4

ACI 318: 3.5.2

3.

XACI 318:

8.1.3, 21.2.81908.5,1909.1

4.

XACI 318:

3.8.6, 8.1.3, 21.2.81909.1

5. X ACI 318: Ch. 4,5.2-5.4

1904.2, 1910.2,1910.3

6.

X 1910.1ASTM C 172ASTM C 31

ACI 318: 5.6, 5.8

7.

X ACI 318: 5.9, 5.101910.6, 1910.7,

1910.8

8.X ACI 318: 5.11-5.13 1910.9

9.

A. APPLICATION OF PRESTRESSING FORCES.

B. GROUTING OF BONDED PRESTRESSING

TEN-DONS IN THE SEISMIC FORCE-RESISTING

SYSTEM.

X

X

ACI 318: 18.20 ACI318: 18.18.4

10.X ACI 318: Ch. 16

11.

X ACI 318: 6.2

12.

X ACI 318: 6.1.1

A.

B.

NO

TA

PP

LIC

AB

LE

CO

NT

INU

OU

S

PE

RIO

DIC

INSPECTION OF REINFORCING STEEL, INCLUDINGPRESTRESSING TENDONS, AND PLACEMENT.

INSPECTION OF REINFORCING STEEL WELDINGIN ACCORDANCE WITH TABLE 1705.2.2, ITEM 2B.

INSPECTION OF ANCHORS CAST IN CONCRETEWHERE ALLOWABLE LOADS HAVE BEENINCREASED OR WHERE STRENGTH DESIGN ISUSED.

INSPECTION OF ANCHORS POST-INSTALLED INHARDENED CONCRETE MEMBERS (SEE NOTE B)

VERIFYING USE OF REQUIRED DESIGN MIX.

AT THE TIME FRESH CONCRETE IS SAMPLED TOFABRICATE SPECIMENS FOR STRENGTH TESTS,PERFORM SLUMP AND AIR CONTENT TESTS, ANDDETERMINE THE TEMPERATURE OF THECONCRETE.

INSPECTION OF CONCRETE AND SHOTCRETEPLACEMENT FOR PROPER APPLICATIONTECHNIQUES.

INSPECTION FOR MAINTENANCE OF SPECIFIEDCURING TEMPERATURE AND TECHNIQUES.

INSPECTION OF PRESTRESSED CONCRETE:

ERECTION OF PRECAST CONCRETEMEMBERS.

VERIFICATION OF IN-SITU CONCRETE STRENGTH,PRIOR TO STRESSING OF TENDONS INPOST-TENSIONED CONCRETE AND PRIOR TOREMOVAL OF SHORES AND FORMS FROM BEAMSAND STRUCTURAL SLABS.

INSPECT FORMWORK FOR SHAPE, LOCATIONAND DIMENSIONS OF THE CONCRETE MEMBERBEING FORMED.

NOTES:

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

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.

VERIFICATION AND INSPECTION

CO

NT

INU

OU

S

PE

RIO

DIC

NO

TA

PP

LIC

AB

LE

1. MATERIAL VERIFICATION OFHIGH-STRENGTH BOLTS, NUTS ANDWASHERS:

a. IDENTIFICATION MARKINGS TOCONFORM TO ASTM STANDARDSSPECIFIED IN THE APPROVEDCONSTRUCTION DOCUMENTS.

X

b. MANUFACTURER'S CERTIFICATE OFCOMPLIANCE REQUIRED. X

2. INSPECTION OF HIGH-STRENGTH BOLTING:

a. BEARING-TYPE CONNECTIONS. X

b. SLIP-CRITICAL CONNECTIONS. X

3. MATERIAL VERIFICATION OF STRUCTURALSTEEL:

a. IDENTIFICATION MARKINGS TOCONFORM TO ASTM STANDARDSSPECIFIED IN THE APPROVEDCONSTRUCTION DOCUMENTS.

X

b. MANUFACTURER'S CERTIFIED MILLTEST REPORTS. X

4. MATERIAL VERIFICATION OF WELD FILLERMATERIALS:

a. IDENTIFICATION MARKINGS TOCONFORM TO AWS SPECIFICATION INTHE APPROVED CONSTRUCTIONDOCUMENTS.

X

b. MANUFACTURER'S CERTIFICATE OFCOMPLIANCE REQUIRED. X

5. INSPECTION OF WELDING:

a. STRUCTURAL STEEL:

1) COMPLETE AND PARTIALPENETRATION GROOVE WELDS.

X

2) MULTI-PASS FILLET WELDS. X

3) SINGLE-PASS FILLET WELDS > 5/16" X

4) SINGLE-PASS FILLET WELDS ≤ 5/16" X

5) FLOOR AND DECK WELDS. X

b. REINFORCING STEEL:

1) VERIFICATION OF WELDABILITYOF REINFORCING STEEL OTHERTHAN ASTM A706.

X

2) REINFORCING STEEL-RESISTINGFLEXURAL AND AXIAL FORCES ININTERMEDIATE AND SPECIALMOMENT FRAMES, ANDBOUNDARY ELEMENTS OFSPECIAL REINFORCED CONCRETESHEAR WALLS AND SHEARREINFORCEMENT.

X

3) SHEAR REINFORCEMENT. X

4) OTHER REINFORCING STEEL X

6. INSPECTION OF STEEL FRAME JOINTDETAILS FOR COMPLIANCE WITHAPPROVED CONSTRUCTION DOCUMENTS:

a. DETAILS SUCH AS BRACING ANDSTIFFENING. X

b. MEMBER LOCATIONS. X

c. APPLICATION OF JOINT DETAILS AT EACHCONNECTION. X

7. INSPECTION OF WELDED STUD SHEARCONNECTORS. X

REQUIRED VERIFICATION AND INSPECTION OFSTEEL CONSTRUCTION

REQUIRED VERIFICATION AND INSPECTION OFWOOD CONSTRUCTION


CO

NT

INU

OU

S

PE

RIO

DIC

NO

TA

PP

LIC

AB

LE

1. SPECIAL INSPECTIONS OF THE FABRICATION PROCESS OFPREFABRICATED WOOD STRUCTURAL ELEMENTS ANDASSEMBLIES .

X

2. SHEAR WALLS, FLOOR DIAPHRAGMS, AND ROOFDIAPHRAGMS: X

a. THE SPECIAL INSPECTOR SHALL INSPECT THE WOODOR GYPSUM PANEL SHEATHING TO ASCERTAINWHETHER IT IS OF THE GRADE AND THICKNESS SHOWNON THE APPROVED BUILDING PLANS.

X

b. THE SPECIAL INSPECTOR SHALL VERIFY THE NOMINALSIZE OF FRAMING MEMBERS AT ADJOINING PANELEDGES, THE NAIL OR STAPLE DIAMETER AND LENGTH,THE NUMBER OF FASTENER LINES AND THAT SPACINGBETWEEN FASTENERS IN EACH LINE AND AT EDGEMARGINS AGREES WITH THE APPROVED BUILDINGPLANS.

X

3. THE SPECIAL INSPECTOR SHALL VERIFY BEAM AND POSTSIZE, SPECIES, GRADE, AND ORIENTATION. X

REQUIRED VERIFICATION AND INSPECTION OFSPRAY APPLIED FIRE-RESISTANT MATERIALS


CO

NT

INU

OU

S

PE

RIO

DIC

NO

TA

PP

LIC

AB

LE

REFERENCEDSTANDARD

IBCREFERENCE

PROJECTSPECIFICATION

SECTION

1. INSPECTION OF SPRAY APPLIEDFIRE-RESISTANT MATERIAL

a. INSPECTION OF THE PREPAREDSURFACE OF STRUCTURAL MATERIAL. X

MANUFACTURER'SWRITTEN

INSTRUCTIONS1705.13.2

b. VERIFICATION OF MINIMUM AMBIENTTEMPERATURE BEFORE AND AFTERAPPLICATION.

XMANUFACTURER'S

WRITTENINSTRUCTIONS

1704.13.3

c. VERIFICATION OF THICKNESS,DENSITY AND BOND STRENGTH. X

ASTM E 605, ASTME 736

1705.13.4,1705.13.5,1705.13.6


CO

NT

INU

OU

S

PE

RIO

DIC

NO

TA

PP

LIC

AB

LE

1. VERIFICATION OF BEARING STRATA,NEATNESS OF VERTICAL CUTS, SIZE OFFOUNDATION EXCAVATION, SIZE, DEPTHAND QUALITY OF EXCAVATION FOR THEKEY AND TOE, DRYNESS OF EXCAVATION,AND CLEANLINESS OF EXCAVATION.

X

2. VERIFICATION AND INSPECTION OFCONCRETE. X

3. INSPECTION OF REINFORCING STEEL. X

4. DURING FILL PLACEMENT: DURINGPLACEMENT AND COMPACTION OF THEFILL MATERIAL, THE SPECIAL INSPECTORSHALL DETERMINE THAT THE MATERIALBEING USED, THE MAXIMUM LIFTTHICKNESS, AND THE OVERALL WIDTH OFFILL COMPLY WITH THE APPROVEDGEOTECHNICAL REPORT.

X

a. DURING INSTALLATION OF FILTERFABRICS, DRAINAGE MATS ANDOTHER GEOTEXTILE FABRICS, THESPECIAL INSPECTOR SHALL CONFIRMTHAT THE MATERIALS AND METHODOF INSTALLATION COMPLY WITH THEAPPROVED GEOTECHNICAL REPORTAND CONSTRUCTION DOCUMENTS.

X

5. EVALUATION OF IN-PLACE DENSITY: THESPECIAL INSPECTOR SHALL DETERMINE,AT THE APPROVED FREQUENCY, THATTHE MOISTURE CONTENT OF THE SOILAND THE IN-PLACE DRY DENSITY OF THECOMPACTED FILL COMPLIES WITH THEAPPROVED REPORT.

X

REQUIRED VERIFICATION AND INSPECTION OFRETAINING WALLS

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


12" = 1'-0"

5/1

3/2

016 1

1:4

9:4

4 A

M

S103

Special Inspections

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748


07S301

4" SLAB ON - GRADE REINF.w/ #3 @ 12" O.C. EACH WAYF'c = 3000 PSI

122'-3"

2'-0" 47'-9 1/2" 48'-5" 24'-0 1/2"

197'-9 1

/2"

52'-4 1/4"

3'-0 1/8" 20'-8 3/8" 13'-11" 14'-8 3/4"

11'-8" 3'-6 3/4"

8'-7 1

/4"

5'-11"

27'-11 1

/4"

7'-11 3

/4"

13'-7 3

/4"

14'-9 1

/2"

7'-9 3

/4"

13'-7 1

/4"

10'-7"

13'-8 1

/2"

10'-5 3

/4"

24'-2 1

/4"

4'-0"

1'-5 1

/8"

1'-5 1

/8"

1'-6"

14'-8" 7'-5 1/4"

2'-11 1/2"

12'-5 1/2" 12'-6" 10'-4 1/2" 13'-7 1/4" 10'-5 3/4" 13'-5" 10'-7 1/4" 13'-9 1/4"

1'-6" 1'-6"

24'-1" 24'-8 1/4"8'-10 3/4" 5'-7 3/4"

6'-5"

10'-5 1

/2"

12'-3 1

/2"

23'-9 1

/2"

12'-9 1

/2"

9'-11 1

/2"

4'-7"

27'-11 7/8" 6'-4 3/4" 36'-4 3/4" 11'-5 1/8" 12'-6 7/8" 10'-5 3/4" 13'-8 1/2"

1'-6"

1'-0 3

/4"

3'-3 5/8"

4'-0 1/8"

4'-7 7/8" 31'-9 1/4" 6'-7 1/2" 35'-7 1/4" 24'-11 1/2" 10'-3 3/4" 13'-8 1/2"

3'-0"

42'-11 1/4" 48'-3 1/4"

4'-0" 23'-7 1/2" 24'-8 1/4"

6'-5"

1'-6"

3'-6"

12'-5 1/4" 3'-6"

12'-10 1

/4"

12'-10 1

/4"

12'-10 1

/4"

16x18 GRADE TYP. @ CORRIDOR

18x18 GRADE BEAMTYP. @ UNIT WALLS

1'-4 3

/4"

1'-4 3

/4"

14'-4 1/8"

11'-4 1/8"

12'-10 1/4"

12'-10 1/4"

12'-10 1

/4"

24'-4 1/2" 12'-6" 11'-2 1/2" 36'-0 1/4" 7'-0 1/2" 36'-6 3/4"

31'-9" 7'-0 1/2" 21'-3 7/8" 9'-0 7/8" 5'-6"

25'-10 1

/4"

6'-7 1

/2"

36'-3 3

/4"

24'-2 1

/4"

13'-4 3

/4"

10'-6 1

/2"

36'-6 3

/4"

5.25x5.25 PSL(TYP., U.N.O.)

HSS8x

6x1/

4

HSS8x

6x1/

4

HSS

5-1/2x5-1/2x3/8

HSS

5-1/2x5-1/2x3/8

HSS

5-1/

2x5-

1/2x

3/8

HSS

5-1/2x5-1/2x3/8

HSS

5-1/2x5-1/2x3/8

HSS

5-1/

2x5-

1/2x

3/8

HSS

5-1/2x5-1/2x3/8

HSS

5-1/2x5-1/2x3/8

HSS8x

6x1/

4

HSS8x

6x1/

4

HSS8x

6x1/

4

HSS8x

8x3/

8

HSS8x

6x1/

4

HSS8x

8x3/

8

HSS

5-1/2x5-1/2x3/8

08S301

09S301

5'-5 3

/4"

9'-0 3

/4"

15S301

16S301

HSS8x

6x1/

4

2 3

/4"

3'-1 1

/4"

6'-8 1

/8"

6'-8 1

/8"

6'-8 1

/8"

8'-4 3

/4"

2'-6 1

/2"

11'-8"

24'-11"

35'-5 1

/2"

72'-8"

24'-6"

23'-0 1

/2"

3'-0"

10S301

11S301

10S301

16x24 GRADE BEAMTYP. @ PERIMETER

HSS

4x4x

3/16 H

SS5-1/2x5-1/2x3/8

HSS

5-1/2x5-1/2x3/8

HSS

5-1/2x5-1/2x3/8

HSS

5-1/2x5-1/2x3/8

3.5 x 7 PSL

EL. 100' - 0" (DATUM; RE: CIVIL FOR ACTUAL)

PIT EL. 95' - 0"(VERIFY w/ MFR.)

2'-0"x2'-0"x2'-0" SUMP PIT


2'-0"x2'-0"x2'-0"SUMP PIT

7x7 PSL

17S301

17S301

TOP OF PERIMETER F1 FOOTINGEL. 99' - 0" (TYP., U.N.O.)

TO

P O

F P

ER

IME

TE

R F

1 F

OO

TIN

GE

L. 99' -

0"

(TY

P., U

.N.O

.)

12S301

F1

F1

F1

F1

F1

F3

F3

F2 F2 F2 F4

F2

F2 F2

F2

F2

F3

F2F3

F3

F4

F2F3

F3F3

F1

F3F3

F2

F3

F2

F1

F1

F1

F1

F1

F1

F1

F1

F1 F1

F1 F1 F1 F1

F1

F1

13S301

24x18 GRADE BEAM

13S301

16

x16

GR

AD

E B

EA

MT

YP

. @

CO

RR

IDO

R

3.5 x 7 PSL

F4

F3

F3

F1F1

F1

F1

F2

18S301

5'-6"

5'-6"

5'-6"

18S301

18S301

PART A PART B

PART CPART D

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:4

9:4

7 A

M

S201A

Foundation Plan -Area A

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Foundation - Area A1


B Addendum B 02.26.2016


123'-0"

48'-5" 36'-1" 12'-2" 20'-5" 5'-11"

13'-8 1/2" 10'-5 3/4" 13'-7 1/4" 10'-5 3/4" 7'-5 3/4" 15'-1 1/2" 13'-5 3/4" 10'-7 3/4" 13'-6 3/4"

1'-6" 1'-6" 4'-4" 1'-6" 1'-4"

37'-8 1

/2"

6'-1"

46'-3 1

/2"

12'-5"

23'-7"

12'-5"

24'-1"

37'-0"

3'-6"

203'-1"

12'-5 1/4" 3'-6"

19'-11"

5'-11"

1'-0" 7'-6"

18'-0"

2'-0"

15'-0"

2'-0"

1'-0"

24'-8 1/4" 24'-1" 5'-7 3/4" 8'-10 3/4"

12'-8"

13'-2 1

/4"

6'-5"

4'-7"

4'-3 3

/4"

5'-7 3

/4"

13'-0"

23'-7"

12'-9 1

/2"

5'-7 3

/4"

4'-3 3

/4"

4'-7"

13'-8 1/2" 10'-4 3/4" 6'-3 3/8" 17'-9 3/4" 36'-4 3/4" 6'-7 1/2" 25'-10 1/4"

1'-6"

13'-8 1/2" 10'-4 3/4" 6'-3 1/4" 17'-11 3/4" 36'-2 5/8" 6'-7 1/2" 28'-3 1/4"

48'-3 1/4" 42'-11 1/4"

24'-8 1/4" 24'-1 1/8" 4'-0 3/8" 31'-9 1/4" 6'-7 1/2" 20'-9 1/2" 7'-5 3/4"

6'-5"

5'-5 5/8"

8'-10 3/4"

3'-6" 12'-5 1/4"

3'-6" 12'-5 1/4"

21'-3 1

/4"

6'-7 1

/2"

36'-5 3

/4"

10'-8 1

/4"

13'-5 1

/4"

13'-5 1

/4"

10'-7 3

/4"

36'-3 3

/4"

6'-7 1

/2"

27'-9 1

/4"

10 3

/4"

1'-4"

36'-5 3

/4"

6'-7 1

/2"

13'-8 1

/2"

14'-9 1

/2"

7'-11 3

/4"

9'-11 1

/4"

10'-9"

13'-5 1

/4"

13'-5 1

/4"

10'-7 3

/4"

12'-7 1

/4"

10'-11 1

/4"

9'-4 3

/4"

28'-3 1

/4"

3'-6"

4'-0"

1'-6"

1'-4"

1'-4"

1'-6"

14'-4 1/4"

11'-4 1/4"

12'-5 1/4" 3'-6"

12'-10 1

/4"

12'-10 1

/4"

12'-10 1

/4"

12'-5 1

/4"

4'-0"

4'-0"

1'-4 3

/4"

12'-10 1

/4"



11'-9 1

/4"

14'-5 1

/2"

12'-1 3

/4"

4'-8"

11'-4 1/4"

13'-4 1/4"

1'-0"

11'-6 1/4" 12'-9 1/4" 13'-5 1/4" 10'-4 3/4" 6'-3 7/8" 17'-8 1/8" 36'-5 3/4" 5'-11 1/2" 24'-9 1/4"

24'-3 1/2" 25'-1" 24'-1"

5'-7 3/4"

8'-10 3/4"

1'-6"

12'-10 1

/4"5

'-11"

5'-11"

5'-7 3

/4"

8'-10 3

/4"

8'-11"

11S301

10S301

11S301

11S301

07S301

09S301

08S301


3.5 x 7 PSL



2'-0"x2'-0"x2'-0"SUMP PIT

HSS

4x4x3/16



F2 F2

F2 F2

F1 F1 F1 F1

F1 F1

7'-9 3/4"

3'-11"

3'-7 1/4"

6'-4 7/8"

3 1/8" 5'-9 1/8"

2'-2 1/4"

4'-8 3/4"

3 1/8" 5'-9 1/8"

2'-2 1/4"

4'-8 3/4"

13'-2 1

/4"

12'-8"

12'-8"

13'-2 1

/4"

3 1/8" 5'-9 1/8"

2'-2 1/4"

4'-8 3/4"

3'-11 1/2"3'-7 1/4"


16

x16

GR

AD

E B

EA

MT

YP

. @

CO

RR

IDO

R

F1

F2F2

RA

MP

DO

WN

VAR.VAR.

VAR.VAR.

RA

MP

DO

WN

RA

MP

DO

WN

VAR.VAR.

RAMP EL.RE: ARCH

RAMP EL.RE: ARCH

RAMP EL.RE: ARCH

18S301

5'-6"

5'-6"18

S301

PART A PART B

PART CPART D

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:4

9:5

0 A

M

S201B

Foundation Plan -Area B

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Foundation - Area B1




3'-4"

28'-8"

44'-7"

24'-4"

21'-11"

31'-9 1

/4"

7'-1 1

/2"

36'-3 3

/4"

10'-5 3

/4"

13'-8 1

/2"

13'-8 1

/2"

10'-3 3

/4"

1'-2 3

/4"

1'-2 3

/4"

11'-0 3

/4"

10'-2 1

/2"

10'-7"

13'-7 1

/4"

11'-9 3

/4"

14'-3 1

/2"

11'-8 1

/2"

7'-1 1

/2"

31'-9 1

/4"

1'-7 1

/2"

12'-10 1/4"

4'-10"

15'-4"

1'-9"

19'-5 1/4"

15'-11 1/4"

8'-10 3

/4"

5'-7 3

/4"

49'-4 1

/2"

11'-8" 98'-3 1/2" 10'-5 1/2"

12'-9 1/4" 11'-4 1/2" 12'-2 1/2" 11'-11 3/4" 12'-1 1/4" 11'-11 3/4" 11'-11 3/4" 14'-3 1/2" 11'-3 1/4" 11'-1 1/2"

11 1/8" 1'-6" 1'-6" 1'-8 1/2" 4'-9"

20'-10 1/2"

2'-0"

2'-0"

8'-11"

24'-3 1/2" 5'-7 5/8" 8'-10 3/4"

5'-1"

10'-6"

12'-8 1/4" 11'-6 1/4"

10S301

07S301

09S301

08S301


3.5 x 7 PSL



2'-0"x2'-0"x2'-0" SUMP PIT

3.5 x 7 PSL


F1 F1

16

x16

GR

AD

E B

EA

MT

YP

. @

CO

RR

IDO

R

RAMP EL.RE: ARCH

5'-6"18

S301

PART A PART B

PART CPART D

19S301

14'-2" 19'-1"

13'-11 5

/8"

14'-11 1

/4"

5'-0"

(TY

P.)

8" THICK SLAB ON-GRADEREINFORCED w/ #4 @ 12" O.C.

EACH WAY TOP & BOTTOM

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:4

9:5

3 A

M

S201C

Foundation Plan -Area C

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Foundation - Area C1

1/8" = 1'-0"

Foundation - Trash Area2




18x18 GRADE BEAMS(TYP., U.N.O.)

3'-10"

13'-1"

23'-1 1

/2"

48'-2"

10'-8"

26'-0 3

/4"

31'-9" 7'-0 1/2" 21'-3 7/8"

2'-0 1/2" 47'-5" 84'-10"

23'-5 1/2" 11'-11 3/4" 12'-5 3/4" 11'-11 3/4" 12'-1 1/4" 11'-11 3/4" 12'-1 1/4" 11'-11 3/4" 12'-1 1/4" 11'-5"

1'-6" 1'-6" 1'-6" 11 1/8"

5.25x5.25 PSL(TYP., U.N.O.)

10'-6 3

/4"

13'-6 3

/4"

10'-8 1

/4"

13'-8 1

/2"

10'-5 3

/4"

13'-7 1

/4"

10'-5 3

/4"

8'-1 3

/4"

27'-11 1

/4"

3'-10"

1'-4"

1'-6"

1'-6"

10'-6 3

/4"

13'-6 3

/4"

13'-1 3

/4"

10'-11 1

/4"

1'-4"

11 1

/2"

10'-2 1/2"

31'-9 1

/4"

6'-7 1

/2"

21'-3 1

/4"

8'-10 3

/4"

5'-7 3

/4"

49'-4 1

/2"

8'-10 3/4" 5'-7 3/4" 24'-0 7/8"

4'-7"

25'-1 1/4"

5'-1"

11'-3 3/4" 12'-8 1/8" 23'-11 1/4"

10S301

07S301

07S301

09S301

08S301


3.5 x 7 PSL


TO

P O

F P

ER

IME

TE

R F

1 F

OO

TIN

GE

L. 99' -

6"

(TY

P., U

.N.O

.)


F1

F1

F1

F1

F1

F1

F1 F1

F1 F1 F1 F1 F1 F1 F1

16

x16

GR

AD

E B

EA

MT

YP

. @

CO

RR

IDO

R



F1

RA

MP

DO

WN

VAR.VAR.

RAMP EL.RE: ARCH

5'-6"

18S301

PART A PART B

PART CPART D

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:4

9:5

6 A

M

S201D

Foundation Plan -Area D

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Foundation - Area D1



HSS16X8X1/2

HSS16X8X1/2

5.25

x11.

25 P

SL

5.25x11.25 PSL

5.2

5x1

8 P

SL

5.2

5x1

1.2

5 P

SL

3.5 x 18 PSL

5.2

5x1

8 P

SL

5.25x18 PSL 5.25x18 PSL 5.25x18 PSL

5.25

x14

PS

L

2

11

5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

5.25x18 PSL

2

11

1

5

1

2

1

5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

5.25x18 PSL

1

ELE.SHAFT

STAIRSHAFT

5.2

5x1

8 P

SL

2

11

3

1

1 1

3

2 1

15.25x18 PSL

5.25x18 PSL

5.2

5x1

8 P

SL

2 1

15.25x18 PSL

5.25x18 PSL

5.2

5x1

8 P

SL

5.25x18 PSL

5.25x18 PSL

5.2

5x1

8 P

SL

1

112

2

2

11

3

5.25x18 PSL

5.25x18 PSL

5.2

5x1

8 P

SL

1

AREA 'D'

AREA 'A'

AR

EA

'A'

AR

EA

'B'

1

1

ELE.SHAFT

STAIR SHAFT

1

5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

5.25x18 PSL

1

1

5.25x14 PSL

5.25

x14

PSL

5.2

5x1

4 P

SL

5.25x14 PSL

5.25x14 PSL

2

1

5.25x18 PSL

5.25x18 PSL5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

5.2

5x1

4 P

SL

HS

S8

x8x1

/4

15'-9 1/2"

5.25x18 PSL

FLOOR TRUSSES @ 16" O.C.

5.25x18 PSL

6.7

5 x

23

.75

PS

L

5.25x18 PSL

1

02S603

5.2

5x1

8 P

SL

1

1

0"

1

3

2

1

6'-8 1

/8"

6'-8 1

/8"

6'-8 1

/8"

HS

S8

x6x1

/4H

SS

8x6

x1/4

HS

S8

x6x1

/4

HSS8x6x1/4

HSS8x6x1/4

HS

S8

x6x1

/4

T.O

.S.

EL

. =

10

8' -

10

"(T

YP

. @

ST

OR

EF

RO

NT

)

1 1

38'-8"

8'-7 5/8"

12'-9 1/2"

1

7x18 PSL

3

3.5 x 18 PSL

5.25x18 PSL

5.2

5x1

8 P

SL

01S603

5.2

5x1

4 P

SL

HSS16X8X1/2

1

1

(2)1 3/4x14 LVL

(2)1

3/4

x14

LV

L

(2)1

3/4

x14

LV

L

TRUSSES @ 16" O.C.

TR

US

SE

S @

16

" O

.C.

11

1

1

5.25x18 PSL

5.25x18 PSL

(2)1

3/4

x14

LV

L

1

1

7x18

PSL

7x18

PSLHSS16X8X1/2

5.25x11.25 PSL

5.25x11.25 PSL

5.2

5x1

1.2

5 P

SL

TRUSSES @ 16" O.C.

TR

US

SE

S @

16

" O

.C.

PART A PART B

PART CPART D

= LOAD BEARING WALL

= TRUSS U.N.O.

= HEADER BEAM U.N.O.

= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:

1. SPACE TRUSSES AND NOMINAL FRAMING AT 2'-0" ON CENTER, MAXIMUM U.N.O. FLOOR TRUSS DEPTH VARIES, SEE PLANS. STAIR LANDING FRAMING SHALL BE 2x12@16" O.C. MAX. BALCONY TRUSSES SHALL BE 15" UNLESS NOTED OTHERWISE.

2. REFER TO HEADER AMD COLUMN SCHEDULE FOR HEADER AND HEADER COLUMN SIZE U.N.O. ON PLAN.

3. REFER TO GENERAL NOTES FOR TYPICAL TRUSS LOADING, MATERIAL PROPERTIES OF WOOD MEMBERS AND WALL STUD SCHEDULES.

4. AT EACH END OF FLOOR TRUSS GIRDERS PROVIDE 3-2x4 (LAMINATED) AT LEVELS 5 AND 4, 4-2x4 (LAMINATED) AT LEVEL 3, AND 6-2x4 (LAMINATED) AT LEVEL 2. AT EACH END OF ROOF TRUSS GIRDERS, PROVIDE 3-2x4 (LAMINATED) AT ALL LEVELS. GIRDER COLUMNS SHALL BE CONTINUOUS TO THE FOUNDATION.

5. ROOF DECK SHALL BE 3/4" THICK (NOMINAL) EXTERIOR GRADE OSB OR PLYWOOD AT FLAT ROOFS WITH CLIPS CONFORMING TO REQUIREMENTS OF THE AMERICAN PLYWOOD ASSOCIATION.

6. FLOOR DECK SHALL BE 3/4" TONGUE AND GROOVE PLYWOOD OR OSB.

7. LAMINATED 2x COLUMNS, LUMBER AND TIMBER POSTS INDICATED ON PLAN SHALL BE #2 DFL. ALL OTHER SCHEDULED LAMINATED 2x COLUMNS SHALL BE STUD GRADE DFL.

8. ROOF TRUSSES SHALL BE ATTACHED TO SUPPORT MEMBERS AT ALL SUPPORT POINTS TO RESIST DESIGN UPLIFT FORCES (REFERENCE TABLE ON S102 FOR CLIP SCHEDULE).

9. WOOD COLUMNS SUPPORTING ENGINEERED WOOD BEAMS INDICATED ON PLAN SHALL BE 5-2x6 UNLESS NOTED OTHERWISE.

10. REFER TO S102 FOR LOAD BEARING WALL STUD SCHEDULE.

11. REFER TO S102 FOR ROOF TRUSS UPLIFT ANCHORAGE SCHEDULE.

12. REFER TO S103 FOR BEAM HANGER SCHEDULE.

WOOD PLAN LEGEND:

= OVERBUILD

MARK HEADER

LAMINATEDCOLUMN (EA. BM. END)

1 2- 2x8 4- 2x4 LAMINATED

HEADER & COLUMN SCHEDULE


3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*

FULL HEIGHT STUDS(EA. END)

3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED

INTERIOR WALL** EXTERIOR WALL**1ST & 2ND LEVEL 3RD & 4TH LEVEL 5TH LEVEL

2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4

NOTES:1. HEADER COLUMNS ARE STUD GRADE LUMBER U.N.O.2. HEADERS IN 2x6 WALLS ARE 3 PLIES OF MEMBERS LISTED ABOVE. HEADER COLUMNS IN 2x6 WALLS SHALL BE 2x6 STUDS OF THE QUANTITYLISTED ABOVE.3. WHERE HEADER DEPTH DOES NOT PERMIT INSTALLATION AS A DROP HEADER BELOW WALL PLATE, INSTALL HEADER FLUSH IN TRUSSSPACE.* DENOTES THAT THAT COLUMN MUST BE GRADE #2 OR BETTER** FOR PLATE HEIGHTS GREATER THAN 10'-1 1/8", STUDS SHALL BE 2x6.*** PLYWOOD LAYER MUST BE CONTINUOUS THROUGH HEADER, NOT PIECED TOGETHER

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

0:0

0 A

M

S202A

Level 2 FramingPlan - Area A

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Level 2 Framing - Area A1


5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

5.25x18 PSL

11

1

2

2

2

11

5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

5.25x18 PSL

2

11

5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

5.25x18 PSL

2

11

3

1

1

5

1

1

11

3

1

11

3

2

11

3

1

31

2

5

1

31

1

5

1

1

5

1

(2)1

3/4

x14

LV

L

STAIR SHAFT

2

1

AR

EA

'A'

AR

EA

'B'

AREA 'C'

AREA 'B'

2

1

SLOPE

1

1

1 1

3

1

1 1

3

5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

5.25x11.25 PSL

1

2

5.25x11.25 PSL

5.25x18 PSL

5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

7x18 PSL

5.25x11.25 PSL

1

25.25x11.25 PSL

5.25x18 PSL

5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

7x18 PSL

5.25x11.25 PSL

1

25.25x11.25 PSL

1

1 1

1

1

1 1

1

1

(2)1 3/4x14 LVL

(2)1

3/4

x14

LV

L

11

1

3

1

1

5

1

1

1

1 1

2

11

3

PART A PART B

PART CPART D

MARK HEADER





3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*


3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED


2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4


= LOAD BEARING WALL

= TRUSS U.N.O.


= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:













WOOD PLAN LEGEND:

= OVERBUILD

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

0:0

4 A

M

S202B

Level 2 FramingPlan - Area B

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Level 2 Framing - Area B1


ELE.SHAFT

STAIR SHAFT

(2)1

3/4

x14

LV

L

1

3

1

5

1

3

1

5

1

2

11

3

2

11

3

5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

5.25x18 PSL

(2)1 3/4x14 LVL

STAIRSHAFT

AREA 'C'

AREA 'B'

AR

EA

'D'

AR

EA

'C'

1

RO

OF

TR

US

SE

S @

24

" O

.C.

(VE

RIF

Y O

VE

RH

AN

G w

/ A

RC

H)

21

1

3

2

1

1

(2)1 3/4x14 LVL

(2)1

3/4

x14

LV

L

1

2x12 JOISTS@ 16" O.C.

5.25x14 PSL

(2)1 3/4x14 LVL 14"

1

1

5

1

1 1

1

1

1

11

3

1

11

3

PART A PART B

PART CPART D

= LOAD BEARING WALL

= TRUSS U.N.O.


= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:













WOOD PLAN LEGEND:

= OVERBUILD

MARK HEADER





3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*


3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED


2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4


Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

0:0

8 A

M

S202C

Level 2 FramingPlan - Area C

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Level 2 Framing - Area C1


PART A PART B

PART CPART D

= LOAD BEARING WALL

= TRUSS U.N.O.


= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:













WOOD PLAN LEGEND:

= OVERBUILD

MARK HEADER





3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*


3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED


2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4


2

11

5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

5.25x18 PSL

2

11

5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

5.25x18 PSL

2

11

5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

5.25x18 PSL

2

1 11

1

5

1

2 1

15.25x18 PSL

5.25x18 PSL

5.2

5x1

8 P

SL

2 1

15.25x18 PSL

5.25x18 PSL

5.2

5x1

8 P

SL

2 1

15.25x18 PSL

5.25x18 PSL

5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

AREA 'D'

AREA 'A'

AR

EA

'D'

AR

EA

'C'

5.2

5x1

4 P

SL

2

1

5.2

5x1

8 P

SL 5.2

5x1

8 P

SL

5.25x18 PSL

1

1

1

3

2

1

1

1

3

21

1

3

(2)1

3/4

x14

LV

L (2)1 3/4x14 LVL

(2)1

3/4

x14

LV

L

STAIR SHAFT

1

1

11

TRUSSES @ 16" O.C.

2

11

3

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

0:1

3 A

M

S202D

Level 2 FramingPlan - Area D

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Level 2 Framing - Area D1


2

11

2

11

1

ELE.SHAFT

STAIRSHAFT

1

1

5

1

2

1

2

11

3

1

1

5

1

1

1 1

3

1

112

2

2 1

1

2 1

1

2 1

1

1

1

5

1

2

1 1

2

11

3

1

ELE.SHAFT

STAIR SHAFT1


5.25x18 PSL


1 1

2

5.25x18 PSL

02S603

7'-7 3/8" 13'-3"

2

1

1

1

1

3

1

1

5.25x18 PSL

5.25x18 PSL

HSS16x8x1/4

HS

S1

6x8

x1/4

HS

S1

6x8

x1/4

5.25x18 PSL5.25x18 PSL

5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

5.2

5x1

8 P

SL

5.25x18 PSL

HS

S1

2x6

x3/8

HS

S1

2x6

x3/8

T.O

.S.

EL

. =

12

1' -

0 3

/4"

5.2

5x1

8 P

SL

1 1

01S603

5.2

5x1

4 P

SL

(2)1 3/4x14 LVL

(2)1

3/4

x14

LV

L

(2)1

3/4

x14

LV

L

11

1

1

1 1

1

1

1

1

11

DRAG STRUTASSEMBLY

03S603

(2)1

3/4

x14

LV

L

1

1

1

5

1

11

1

1

1

3

MARK HEADER





3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*


3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED


2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4


PART A PART B

PART CPART D

= LOAD BEARING WALL

= TRUSS U.N.O.


= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:













WOOD PLAN LEGEND:

= OVERBUILD

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

0:1

8 A

M

S203A


Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"



11

1

2

2

2

11

2

11

1

1

5

1

2

1

2

11

3

1

11

3

1

11

3

1

1

5

1

2

1

2

11

2

11

3

1

31

2

5

(2)1

3/4

x14

LV

L

STAIR SHAFT

2

1

25'-7 1

/2"

5'-9"

1

31

1

5

1

2

1

SLOPE

1

1 1

3

1

1 1

3

1 1

1

1

1 1

1

1

(2)1 3/4x14 LVL

(2)1

3/4

x14

LV

L

11

1

3

2

11

3

1

1

5

1

1

1

1 1

MARK HEADER





3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*


3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED


2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4


PART A PART B

PART CPART D

= LOAD BEARING WALL

= TRUSS U.N.O.


= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:













WOOD PLAN LEGEND:

= OVERBUILD

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

0:2

2 A

M

S203B


Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"



3

1

5

1

2

11

3

2

11

3

2

11

(2)1 3/4x14 LVL

STAIRSHAFT

3

1

5

1

ELE.SHAFT

STAIR SHAFT

(2)1

3/4

x14

LV

L

1

1

SLOPE

21

1

3

1

1

11

3

1

11

3

2

1

(2)1 3/4x14 LVL

(2)1

3/4

x14

LV

L

1


(2)1

3/4

x14

LV

L

14"

(2)1

3/4

x14

LV

L

1

1

5

1

1 1

1

1

MARK HEADER





3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*


3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED


2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4


= LOAD BEARING WALL

= TRUSS U.N.O.


= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:













WOOD PLAN LEGEND:

= OVERBUILD

PART A PART B

PART CPART D

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

0:2

5 A

M

S203C


Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"



2 1

1

2 1

1

2 1

1

2

11

2

11

2

11

2

11

1

1

5

1

2

1 1

2

1

1

1

1

3

1

1

21

1

3

1

3

1

1

11

2

11

3

MARK HEADER





3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*


3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED


2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4


PART A PART B

PART CPART D

= LOAD BEARING WALL

= TRUSS U.N.O.


= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:













WOOD PLAN LEGEND:

= OVERBUILD

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

0:3

0 A

M

S203D


Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"



2

11

2

11

1

ELE.SHAFT

STAIRSHAFT

2

1

2

11

3

2 1

1

2 1

1

2 1

1

1

1

5

1

1

1

5

1

1

1

5

1

1

112

2

2

11

3

1

ELE.SHAFT

STAIR SHAFT1

2

1

1 1



5.2

5x1

4 P

SL

2

1

1

1

1

3

1

1

1 1

5.2

5x1

4 P

SL

(2)1 3/4x14 LVL

(2)1

3/4

x14

LV

L

(2)1

3/4

x14

LV

L

11

1

1

1 1

1

1

1

1

11

(2)1

3/4

x14

LV

L

1

1

1

5

1

11

1

1

1

1 1

3

1

1 1

3

PART A PART B

PART CPART D

MARK HEADER





3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*


3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED


2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4


= LOAD BEARING WALL

= TRUSS U.N.O.


= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:













WOOD PLAN LEGEND:

= OVERBUILD

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

0:3

5 A

M

S204A


Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"



2

11

2

11 1

1

1

2

2

2

1

2

11

3

1

1

5

1

1

1

5

1

1

11

3

1

11

3

1

31

2

5

2

11

3

2

11

2

1

2

1

2

11

3

(2)1

3/4

x14

LV

L

STAIR SHAFT

2

1

1

31

1

5

1

SLOPE

1

1 1

3

1

1 1

3

1 1

1

1

1 1

1

1

(2)1 3/4x14 LVL

(2)1

3/4

x14

LV

L

1

1

1

3

1

1

5

1

1

1

1 1

PART A PART B

PART CPART D

MARK HEADER





3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*


3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED


2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4


= LOAD BEARING WALL

= TRUSS U.N.O.


= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:













WOOD PLAN LEGEND:

= OVERBUILD

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

0:3

9 A

M

S204B


Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"



2

11

(2)1 3/4x14 LVL

STAIRSHAFT

2

11

3

3

1

5

1

ELE.SHAFT

STAIR SHAFT

(2)1

3/4

x14

LV

L

1

1

SLOPE

8"

8"

RAMPUP

RAMPUP

RA

MP

UP

EL

. 3

1' -

11

5/8

"

EL

. 3

2' -

6 7

/8"

EL

. 3

2' -

6 7

/8"

EL

. 3

3' -

0 7

/8"

EL. 31' - 11 5/8"

13 1/4"

TRUSSES IN THIS AREATO BE DESIGNED FORLIVE LOAD = 100 PSF

TRUSSES IN THIS AREATO BE DESIGNED FORLIVE LOAD = 100 PSF &ADD'L DEAD LOAD OF 50PSF

EL. 33' - 0 7/8"TRUSS DEPTH =2' - 9 1/4"

EL. 32' - 4 7/8"TRUSS DEPTH =2' - 1 1/4"

3

1

1

2

11

21

1

3

1

EL. 33'-0 7/8"

1

11

3

2

1

EL

. 3

3' -

0 7

/8"

TR

US

S D

EP

TH

=2

' - 9

1/4

"

(2)1 3/4x14 LVL

(2)1

3/4

x14

LV

L

1


(2)1

3/4

x14

LV

L

14"

(2)1

3/4

x14

LV

L

1

11

3

1

1

5

1

1 1

1

1

MARK HEADER





3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*


3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED


2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4


PART A PART B

PART CPART D

= LOAD BEARING WALL

= TRUSS U.N.O.


= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:













WOOD PLAN LEGEND:

= OVERBUILD

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

0:4

4 A

M

S204C


Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"



2 1

1

2 1

1

2 1

1

1

1

5

1

2

11

2

11

2

11

2

11

2

1 1

2

1

1

1

1

3

1

1

1

3

21

1

3

1

1

1

11

(2)1

3/4

x14

LV

L (2)1 3/4x14 LVL

(2)1

3/4

x14

LV

L

STAIR SHAFT

2

11

3

MARK HEADER





3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*


3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED


2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4


PART A PART B

PART CPART D

= LOAD BEARING WALL

= TRUSS U.N.O.


= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:













WOOD PLAN LEGEND:

= OVERBUILD

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

0:4

8 A

M

S204D


Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"



ME

CH

AN

ICA

L D

EC

K -

TR

US

S D

ES

IGN

ER

TO

DE

SIG

N T

RU

SS

ES

FO

R T

OP

CH

OR

DL

IVE

LO

AD

= 5

0 P

SF

MECHANICAL DECK - TRUSS DESIGNERTO DESIGN TRUSSES FOR TOP CHORDLIVE LOAD = 50 PSF


RIDGE

RID

GE

RID

GE

RIDGE

RID

GE

VALLEY

VALLEY

VA

LLEY

VA

LLE

Y

VA

LLEY

VALLEY

VALLEY

RIDGE S

LO

PE

SLOPE

SLO

PE

SLO

PE

SLOPESLOPESLOPESLOPE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLOPESLOPE

2

1 1

3

1

32 3

1

2

2

1

2

2 2

1

2

2

1

2

2

1

2

2

5

5

5

2

1

1

5

1

1

1

5

1

2

1

1

5

1

3

SLO

PE

SLOPE

SLOPESLOPE

RID

GE RIDGE

SLO

PE

SLO

PE

VALLEY

RIDG

E

SLO

PE

SLOPE

1

32 3

1

1

5

1

1

3

2

2

1 1

3

12

VALLEY

PART A PART B

PART CPART D

MARK HEADER





3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*


3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED


2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4


= LOAD BEARING WALL

= TRUSS U.N.O.


= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:













WOOD PLAN LEGEND:

= OVERBUILD

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

0:5

3 A

M

S205A

Roof Framing Plan -Area A

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Roof Framing - Area A1





ME

CH

AN

ICA

L D

EC

K -

TR

US

S D

ES

IGN

ER

TO

DE

SIG

N T

RU

SS

ES

FO

R T

OP

CH

OR

DL

IVE

LO

AD

= 5

0 P

SF

SLO

PE

2

11

3

3

1

3 2

1

2

2

1

2

2

1

2

5

2

1

3

2

RID

GE

RID

GE

SLOPESLOPESLOPESLOPE

VA

LLEY

VA

LLE

YVA

LLE

Y

RIDGE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

RIDGE

SLO

PE

SLO

PE

VALLEY

SLO

PE

SLOPE

1

1

5

1

1

1

5

1

1

3

2

1

3

2

RIDGE

SLO

PE

SLO

PE

VALLEY

RIDG

E

SLO

PE

SLO

PE

SLOPE

VALLEY

RIDGE3

1

3 2

1

1

3 2

2

1 1

3 2

11

3

2

2

11

3

2

1

1

3

1

3

2

1

3

2

1 5

2

2

15

2

2

VALLEY

VALLEY

RIDGE

VALLEY

RIDG

E

1

1

5

1

2

PART A PART B

PART CPART D

MARK HEADER





3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*


3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED


2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4


= LOAD BEARING WALL

= TRUSS U.N.O.


= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:













WOOD PLAN LEGEND:

= OVERBUILD

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

0:5

7 A

M

S205B

Roof Framing Plan -Area B

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Roof Framing - Area B1


ME

CH

AN

ICA

L D

EC

K -

TR

US

S D

ES

IGN

ER

TO

DE

SIG

N T

RU

SS

ES

FO

R T

OP

CH

OR

DL

IVE

LO

AD

= 5

0 P

SF

RIDGE

SLO

PE

SLO

PE

RIDGE

SLO

PE

SLO

PE

2

2

1

2

2

1

3

2

5

1

2

2

1

1

5

1

2

11

3

2

VALLEY

RIDGE

VALLEY

1

1 1 1

12" DEEP PARALLELCHORD TRUSSES @CLUB ROOM ROOF RE: ARCH

5.25x18 PSL

5.25x18 PSL

5.2

5x1

8 P

SL

5.25x14 PSL

1

3

2

1

3

2

PART A PART B

PART CPART D

MARK HEADER





3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*


3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED


2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4


= LOAD BEARING WALL

= TRUSS U.N.O.


= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:













WOOD PLAN LEGEND:

= OVERBUILD

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

1:0

0 A

M

S205C

Roof Framing Plan -Area C

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Roof Framing - Area C1



ME

CH

AN

ICA

L D

EC

K -

TR

US

S D

ES

IGN

ER

TO

DE

SIG

N T

RU

SS

ES

FO

R T

OP

CH

OR

DL

IVE

LO

AD

= 5

0 P

SF

RID

GE

VALLEY

RIDGE

VALLEY

RIDGE

VALLEY

VALLEY

VA

LLE

Y

RIDGE

SLOPESLOPE

SLO

PE

SLO

PE

SLO

PE

SLOPE

SLO

PE

SLO

PE

1

2

2

1

2

2

1

2

2

1 1

1

1

5

1

1

3

2

1

3

2

1

2

2

1

2

2

1

2

2

1

2

2

5

5

22

1 1

3

1

3 2

VALLEY

RIDG

E

VALLEY

RIDGE

PART A PART B

PART CPART D

= LOAD BEARING WALL

= TRUSS U.N.O.


= TRUSS GIRDER

= WOOD COLUMN

PLAN NOTES:













WOOD PLAN LEGEND:

= OVERBUILD

MARK HEADER





3 2- 2x12*** 5- 2x4 LAMINATED

5 2- 1 3/4x11 1/4 LVL 6- 2x4 LAMINATED*


3- 2x4 LAMINATED

3- 2x4 LAMINATED

3- 2x4 LAMINATED

4- 2x4 LAMINATED


2- 2x4 LAMINATED

2- 2x4 LAMINATED

2- 2x4 LAMINATED

3- 2x4 LAMINATED

1- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

2- 2x4

3- 2x4

3- 2x4


Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

1:0

2 A

M

S205D

Roof Framing Plan -Area D

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Roof Framing - Area D1


SHEAR WALL TYPE 5

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 1

SHEAR WALL TYPE 2

SHEAR WALL TYPE 3

SHEAR WALL TYPE 3

SHEAR WALL TYPE 1

SHEAR WALL TYPE 1

SH

EA

R W

AL

L T

YP

E 2

SH

EA

R W

AL

L T

YP

E 2

SHEAR

WALL

TYPE 3

SHEAR

WALL

TYPE 3

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 5

SHEAR WALL TYPE 5

SH

EA

R W

AL

L T

YP

E 4

SH

EA

R W

AL

L T

YP

E 1

SHEAR WALL TYPE 2

SHEAR WALL TYPE 2

SHEAR WALL TYPE 2

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 5

SHEAR W

ALL TYPE 3SHEAR W

ALL TYPE 3

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 2

SH

EA

R W

AL

L T

YP

E 2

SHEAR WALL TYPE 1 SHEAR WALL TYPE 1

SHEAR

WALL

TYPE 3

SHEAR

WALL

TYPE 3

SH

EA

R W

AL

L T

YP

E 5

SHEAR

WALL TYPE 3

SHEAR

WALL TYPE 3

SH

EA

R W

AL

L T

YP

E 5

SHEAR WALL TYPE 4

SHEAR WALL TYPE 4

SHEAR WALL TYPE 1

SHEAR WALL TYPE 1

SH

EA

R W

AL

L T

YP

E 3

SHEAR WALL TYPE 1

SH

EA

R W

AL

L T

YP

E 2

SHEAR WALL TYPE 5

PART A PART B

PART CPART D

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

1:0

6 A

M

S206A

Shear Wall Plan -Area A

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Shear Wall Plan - Area A1


SH

EA

R W

AL

L T

YP

E 5

SH

EA

R W

AL

L T

YP

E 5

SH

EA

R W

AL

L T

YP

E 5

SH

EA

R W

AL

L T

YP

E 5

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 4

SH

EA

R W

AL

L T

YP

E 3

SH

EA

R W

AL

L T

YP

E 3

SHEAR WALL TYPE 2

SHEAR WALL TYPE 2

SHEAR WALL TYPE 2

SH

EA

R W

AL

L T

YP

E 2

SH

EA

R W

AL

L T

YP

E 2

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 1

SHEAR

WALL

TYPE 3

SHEAR

WALL

TYPE 3

SHEAR WALL TYPE 2

SHEAR WALL TYPE 2

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 1

SHEAR WALL TYPE 1

SHEAR

WALL TYPE 3

SHEAR

WALL TYPE 3

SHEAR WALL TYPE 1

SHEAR WALL TYPE 1

SHEAR WALL TYPE 1

SHEAR WALL TYPE 5

SHEAR WALL TYPE 5

SHEAR WALL TYPE 5

SH

EA

R W

AL

L T

YP

E 2

SHEAR WALL TYPE 2

SHEAR WALL TYPE 4

SHEAR WALL TYPE 3

SHEAR WALL TYPE 3

SHEAR WALL TYPE 1

SHEAR

WALL TYPE 3SH

EAR W

ALL TYPE 3

SH

EA

R W

AL

L T

YP

E 2

SHEAR WALL TYPE 2

SHEAR WALL TYPE 3

SHEAR WALL TYPE 3

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 1

PART A PART B

PART CPART D

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

1:1

0 A

M

S206B

Shear Wall Plan -Area B

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Shear Wall Plan - Area B1


SHEAR WALL TYPE 1

SHEAR WALL TYPE 5

SHEAR WALL TYPE 2

SHEAR WALL TYPE 1SH

EA

R W

AL

L T

YP

E 2

SHEAR WALL TYPE 2

SHEAR WALL TYPE 3

SHEAR WALL TYPE 3

SHEAR WALL TYPE 2

SH

EA

R W

AL

L T

YP

E 4

SH

EA

R W

AL

L T

YP

E 3

SH

EA

R W

AL

L T

YP

E 3

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 5

SH

EA

R W

AL

L T

YP

E 5

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 5

SHEAR WALL TYPE 5

SHEAR

WALL

TYPE 3

SHEAR

WALL

TYPE 3

SHEAR WALL TYPE 1

PART A PART B

PART CPART D

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

1:1

4 A

M

S206C

Shear Wall Plan -Area C

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Shear Wall Plan - Area C1


SHEAR WALL TYPE 1 SHEAR WALL TYPE 1

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 1

32'-0"

SH

EA

R W

AL

L T

YP

E 2

SH

EA

R W

AL

L T

YP

E 2

SHEAR WALL TYPE 1

SHEAR WALL TYPE 1

SH

EA

R W

AL

L T

YP

E 1

SHEAR W

ALL TYPE 3

SHEAR W

ALL TYPE 3

SHEAR WALL TYPE 5

SHEAR WALL TYPE 5

SHEAR WALL TYPE 1

SH

EA

R W

AL

L T

YP

E 2

SH

EA

R W

AL

L T

YP

E 1

SH

EA

R W

AL

L T

YP

E 5

PART A PART B

PART CPART D

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

1:1

7 A

M

S206D

Shear Wall Plan -Area D

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1/8" = 1'-0"

Shear Wall Plan - Area D1


SC

HE

DU

LE

D R

EIN

F.

SCHEDULED REINF.

H

B

IN (H) DIRECTION

IN (

B)

DIR

EC

TIO

N

W(ft)MARK

BUILDING FOOTING SCHEDULE

DIMENSION

TOP BOTTOML(ft)

F1

F2

F4

D(inch)

4'-0" 18"7'-0" 6 - #5

REINFORCING(H)

TOP BOTTOM

REINFORCING(B)

10 - #610 - #46 - #4

Fc= 3000 PSI

4'-0" 18"4'-0" 6- #5 6- #56- #46- #4

4'-0" 12"4'-0" 6- #5 6- #56- #46- #4

F3 5'-6" 18"5'-6" 7- #6 7- #67- #47- #4

1'-4"

PLA

N

SE

E

1 OF 2 - #5 CONT.TOP & BOTTOM

SLAB EL.RE: PLAN

WOOD FRAMING

EXT. FINISHRE: ARCH

FINISH GRADERE: CIVIL

(TY

P.)

3"

CLR

.

MIN

.

6"

18"

MIN

. 1'-6"

1'-4"

WOOD FRAMING ABOVE

SLAB EL.RE: PLAN


PLA

N

SE

E

1'-6"

WOOD FRAMING ABOVE

SLAB EL.RE: PLAN

1 OF 2 - #5 CONT.TOP & BOTTOM1'-6"

PLA

N

SE

E

DOWELS TO MATCHCONTINUOUS HORIZONTALGRADE BEAM REINFORCING

2'-0" MIN.

30 BAR DIA OR

OR

2'-0" MIN

.30

BA

R D

IA.



WIDTH

BEAM

WH

ICH

EV

ER

IS

GR

EA

TE

R

30 D

B O

R 2

'-0"

WHICHEVER IS GREATER

30 DB OR 2'-0"

WID

TH

BE

AM

WIDTH

BEAM

WH

ICH

EV

ER

IS

GR

EA

TE

R

30 D

B O

R 2

'-0"

WID

TH

BE

AM

WHICHEVER IS GREATER

30 DB OR 2'-0"RE: SECTIONS FORGRADE BEAM WIDTH

2x4 KEY-CENTERED ON GR. BM.

CONT. REINF. THRUCONSTRUCTION JOINT1 1/2"

D

D/3

D/3

D/3

FINISH SLAB

NOTE:SAW SLAB WHEN CONC. HARDENS ENOUGH TO PREVENT DIS-LODGING OFCOARSE AGGREGATE, BUT BEFORE SHRINKAGE CRACKS OCCUR. IN LIEUOF SAWING, TOOLING OF JOINTS IS ACCEPTABLE

SAW CUT 1/4" WIDE x 3/4" DEEP MAXSPACING = 20' ON CENTEREA. WAY

6 MIL POLY VAPOR BARRIER TYP.

2" GRADING SAND (TYP.)

PROPERLY COMPACTED SUBGRADE (TYP.)

SLAB ON GRADE REINF.SEE GENERAL NOTES

(TYPICAL)

2"

MA

X.

PL

AN

SE

E

NOTE:

CONTRACTOR TO PROVIDE CONSTRUCTION JOINT AS

REQUIRED FOR POURING SEQUENCE

#3x4'-0" DOWEL.SPACING TO MATCH SLAB REINF.

2x2xCONT. KEY

2'-0"

PLA

NS

EEFINISH SLAB

L3x3x1/4x0'-8"W/ 2- 3/4" DIA.

EXPANSION BOLTS(4" EMBED.)

1 OF 2-#5x CONT.

FINISH SLAB

STAIR STRINGERRE: STAIR MFR.

1'-0"

PLA

NS

EE

1'-6"

3/4" DIA. EXP. BOLTS@ 24" O.C.

(5" EMBEDMENT)

#4 @ 12" O.C.EACH WAY

SLOPE TOPPINGTO SUMP PIT

ELEVATOR SILLL4x4x3/8xCONT.VERIFY W/ ELEV. MFR.

#3: 2'-0" @ 18" O.C.

2'-0

"M

IN.

4"

PLA

NS

EE

10"

8"

ELE

V. M

FR

.1 1

/2"

VE

RIF

Y W

/

ELEVATOR SHAFT OPENINGSEE PLAN

ELE

V. M

FR

.

VE

RIF

Y W

/

2x4 KEY @ SUMP PITW/ "SYNCO-FLEX"

WATERPROOFING

2x4 CONT. KEYW/ "SYNCO-FLEX"

WATERPROOFING

WATERPROOFINGREFER TO ARCH'L

#3: @ 12" O.C.

2'-0"

5'-4

"

#4 CONT. HORIZ.@ 12" O.C.

#4 @ 12" O.C.EACH WAY

2x4 KEY @ SUMP PITW/ "SYNCO-FLEX"

WATERPROOFING

#4 @ 12" O.C. EACHWAY

2x4 CONT. KEYW/ "SYNCO-FLEX"

WATERPROOFING

SLOPE TOPPINGTO SUMP PIT

2x4 CONT. KEYW/ "SYNCO-FLEX"WATERPROOFING

CONC. WALL BEYOND

#3: 2'-0" @ 12" O.C.

2'-0

"

ELEVATOR SHAFT OPENINGSEE PLAN

WATERPROOFINGREFER TO ARCH'L

#3: @ 12" O.C.

2'-0"

5'-4

"

FINISH SLAB

#3 @ 18" O.C.

2'-0

"

#4 CONT. HORIZ.@ 12" O.C.

2'-0"10"

4"

MIN

.P

LA

N

SE

E

2'-0"

6"

10" 2'-0" 8"

#4 @ 12" O.C. EACHWAY

EL

EV

. M

FR

.

VE

RIF

Y W

/10"

MIN

.

4"

8"

RE: SCHEDULE

3"

CLR

.

PLA

N

SE

E

GRADE BEAMBEYOND

GRADE BEAM REINF.CONT. THROUGH FOOTING

SCHED. FOOTING REINFORCING


SLAB EL.RE: PLAN

WOOD COL.RE: PLAN

SIMPSON ABUCOLUMN BASE

RE

: S

CH

ED

ULE

FULLY GROUTCOLUMN BASE

MIN

.

6"

MIN

.

6"

FINISH SLAB

PLA

NS

EE

1'-6"

WOOD COLUMN -SEE PLAN

SIMPSON CBCOLUMN BASE

RE: SCHEDULE

GRADE BEAM BEYOND


SCHED. FOOTINGREINFORCING

(TY

P.)

3"

CLR

.

1'-6"

2'-0"

SLAB EL.RE: PLAN


PLA

N

SE

E

RE: SCHEDULE

3"

CLR

.

PLA

N

SE

E

GRADE BEAMBEYOND


SCHED. FOOTING REINFORCING


SLAB EL.RE: PLAN

STEEL COLUMNRE: PLAN

12x12x3/4 EMBED PLATEw/ (4) 3/4" DIA. x 6-3/4"HEADED STUDS

MIN

.

6"

MIN

.

6"

FINISH SLAB

GRADE BEAM BEYOND


SCHED. FOOTINGREINFORCING

(TY

P.)

3"

CLR

.

RE

: S

CH

ED

ULE

RE: SCHEDULE


12x12x3/4 EMBED PLATEw/ (4) 3/4" DIA. x 6-3/4"HEADED STUDS

6"

1'-6"

3'-0"

10 1/2"

WOOD FRAMINGABOVE


1 OF 4: #5 CONT.TOP & BOTTOM

#4 x 1'-3" @ 12" O.C.TOP & BOTTOM

1 OF 2: #4 CONT.

#3: @ 12" O.C.

5'-0"

1'-6"

8"

12" CMU WALL REINFORCEDw/ (1) #6 VERT. IN FULLYGROUTED CELLS @ 8" O.C.

#6: @ 8" O.C.


#5: @ 9" O.C.TOP & BOTTOM

#5 CONT. @ 9" O.C.TOP & BOTTOM

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


3/4" = 1'-0"

5/1

3/2

016 1

1:5

1:2

2 A

M

S301

Foundation Section& Details

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

3/4" = 1'-0"

TYP. PERIMETER GRADE BEAM07

3/4" = 1'-0"

TYP. CORRIDOR GRADE BEAM08

3/4" = 1'-0"

TYP. UNIT GRADE BEAM09

NO SCALE

TYP. CORNER BAR REINFORCING01

NO SCALE

TYP. CORNER BAR REINFORCING02

NO SCALE

TYP. GRADE BEAM CONST. JOINT03

3/4" = 1'-0"

TYP. SLAB CONTROL JOINT04

NO SCALE

TYP. SLAB CONSTRUCTION JOINT05

3/4" = 1'-0"

TYP. DETAIL @ STAIR LANDING06

3/4" = 1'-0"

TYP. ELEVATOR PIT SECTION15

3/4" = 1'-0"

TYP. ELEV. SUMP PIT DETAIL16

3/4" = 1'-0"

FOOTING @ PERIMETER10

3/4" = 1'-0"

TYP. INTERIOR FOOTING @ WOOD COLUMN11

3/4" = 1'-0"

FOOTING SCHEDULE14

3/4" = 1'-0"

GRADE BEAM @ OFFICE17

3/4" = 1'-0"

TYP. FOOTING @ PERIMETER - STEEL COLUMN12

3/4" = 1'-0"

TYP. FOOTING @ INTERIOR STEEL COLUMN13

3/4" = 1'-0"

SECTION18

3/4" = 1'-0"

SECTION @ TRASH COMPACTOR19



1' - 0"

1 1/2" 4 1/2" 4 1/2" 1 1/2"

1' -

3 3

/4"

1 1

/2"

6 3

/8"

6 3

/8"

1 1

/2"

BASE PLATE3/4"x12"x1'-0"w/ 6: 3/4"x18"

J-BOLTS

3/8

NOTE: BASE PLATE TYPE2 TYP. AT LEASINGCENTER STOREFRONT

1' - 0"

1 1/2" 4 1/2" 4 1/2" 1 1/2"

1' -

0"

1 1

/2"

4 1

/2"

4 1

/2"

1 1

/2"

BASE PLATE5/8"x12"x1'-0"w/ 4: 3/4"x18"

J-BOLTS

1/4

NOTE: BASE PLATE TYPE1 TYP. AT INTERIORSTEEL COLUMNS

TYP

TYP

d

L/3 L/3 L/3

L

0.7

xd

MA

X.

0.1

5xd

MIN

.0

.15

xdM

IN.

** NOTE:

1. PENETRATIONS THROUGH STEEL BEAMS ARE ONLY

ALLOWED IN MIDDLE THIRD OF BEAM SPAN.

2. NO PENETRATIONS ALLOWED IN BEAMS LESS THAN 16" DEEP.

3. PROVIDE STIFFENER PLATES EQUAL TO THICKNESS OF BEAM FLANGE. STIFFENER PLATES SHALL

BE WELDED TO BEAM WEB AND EXTEND TO LIMIT OF FLANGE WIDTH AND NOT BEYOND.

4. HORIZONTAL STIFFENER PLATES MUST BE EXTENDED HALF OF THE OPENING WIDTH BEYOND THE

OPENING OR 12" WHICHEVER IS GREATER.

5. NO BEAM TO BEAM OR COLUMN TO BEAM CONNECTIONS MAY OCCUR IN THE IMMEDIATE VICINITY

OF A WEB PENETRATION IN A STEEL BEAM. NOTIFY ENGINEER AT ONCE FOR REQUIREMENTS IF

BEAM TO BEAM CONNECTIONS ARE REQUIRED IN THE IMMEDIATE VICINITY OF A WEB PENETRATION.

OPENING

30"

MAX

11

"

MA

X

STD. AISC DBL. ANGLE CONNECTIONSw/ 3/4" DIA. ERECTION BOLTS AS REQ'D.TYP. U.N.O.

ERECTION BOLTSAS REQ'D

COPE BEAM ENDS AS REQ'D

STD. AISCDBL. ANGLE CONNECTION

TYP. U.N.O.TYP.

HSS COL. SEE PLAN

BEAM SEE PLAN

1/4" SHEAR PL.

WELD PL. THICKNESS= BEAM FLANGE THICKNESS

AISC HSSSTANDARD STIFFENEDSEAT CONNECTION

3/4" COL.CAP PL.

TYP.

3 SIDESTYP.

1/4" STIFFENER PLATEEACH SIDE OF

BEAM WEB

STEEL BEAMRE: PLAN

COLUMN (SEE PLANFOR TYPE & DIR.)

TYP.

1/4" SHEAR PL.

AISC HSSSTANDARD STIFFENEDSEAT CONNECTION

BEAM SEE PLAN

HSS COL. SEE PLAN

TYP.

3 SIDESTYP.

STEEL BEAMRE: PLAN

1/2" END PLATE


9x9x3/4 COLUMNCAP PLATE

TYP.

STEEL BEAMSRE: PLAN

TYP. AISC DOUBLEANGLE CONNECTION

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

1:2

5 A

M

S501

Typical Steel Details

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

1 1/2" = 1'-0"

BASE PLATE TYPE 202

1 1/2" = 1'-0"

BASE PLATE TYPE 101

3/4" = 1'-0"

TYP. STEEL BEAM WEB PENETRATION DETAIL07

1" = 1'-0"

TYP. BEAM TO BEAM CONN.06

1" = 1'-0"

TYP. BEAM TO COL. MOMENT CONN.03

1" = 1'-0"

TYP. BEAM TO TOP OF COL CONN.05

1" = 1'-0"

TYP. BEAM TO HSS COL. CONN.04

1 1/2" = 1'-0"

TYP. HSS BEAM @ COLUMN08

1 1/2" = 1'-0"

TYP. STEEL BEAM CONNECTION09


8"

8" 8"

8"

8"

8"

8"

8"

2 ROWS OF 12d NAILS@ 8" O.C. TYP. U.N.O.

THIRD LAMINATION

FIRST LAMINATION

SECOND LAMINATION

THIRD LAMINATION

FIRST LAMINATION

SECOND LAMINATION

FOURTH LAMINATION

2-16d @ 4" O.C.(24-16d MIN. EA. SIDE OF EA. SPLICE)

ELEVATION VIEW

PLAN VIEW

2" TYP.

4'-0" MIN.

2" TYP.

1 3

/8"

1 3

/8"

2x BOTTOM PL.

SELF LEVELINGTOPPING

FLOOR DECKING2x WALL

FLOOR TRUSS

2-2x TOP PL.

2x LOAD BEARING WALL

SEE ARCH.AIR SPACE -

2x WALL2x BOTTOM PL.

SELF-LEVLINGTOPPING

FLOORDECKING

FLOOR TRUSS

2-2x TOP PL.

2x BEARING WALL

2-2x TOP PL.

2x WALL

FLOOR TRUSS

2x STRONGBACKNAIL W/ 2-16d

FLOOR DECKING

SELF-LEVELINGTOPPING

2x BOTTOM PL.2x WALL

FLOOR TRUSS (TYP.)

TO

P O

F P

LA

TE

RE

: A

RC

H'L

2x WALL2x BOTTOM


FLOORDECKING

FLOOR TRUSS

DTC CLIP

2-2x TOP PLATE

2x BEARING WALL

PROVIDE SEAT INTRUSSES AS REQD

FLUSH BEAM RE:PLAN FOR SIZE


FLOORDECKING

2x4 CONT. EA FACE ORBEAM OR TRUSS BEARING(IF REQUIRED BY MANUF.)NAIL W/ 2-16d @ 12" O.C.

TOP CHORD BEARINGFLOOR TRUSS

1/2" MAX.

BEAM WIDTH + 3"

1/2" MAX.

METAL HANGERS TO BESIZED AND PROVIDED BYTRUSS MANUFACTURER

FLOOR TRUSS

FLUSH BEAM RE:PLAN FOR SIZE


FLOORDECKING


FLOOR DECKING

LANDING ORFLOOR TRUSS

HEADER BEAMRE: PLAN

ANGLE CONNECTIONBY STAIR MANUFACTURER

METAL STAIRSSEE ARCH

METAL STAIRS BYOTHERS SEE ARCH

ANGLE CONNECTIONBY STAIR MANUFACTURER

HEADER BEAMRE: PLAN

FLOOR TRUSS

3/4" GYPCRETE

FLOOR DECKING

"DTC" CLIP AT (1)SIDE OF BOTTOM CHORDOR TOE NAIL W/ 2-16d

2x4 BLOCKING @ 72"O.C.

2x NON-LOAD BEARING WALL

ROOFTRUSS

ROOF DECK

WALL STUD SPACING

NOT TO EXCEED

WALL STUD SPACING

NOT TO EXCEED

2x CRIPPLES

BOTTOM PL.

2x LAMINATED COLUMNHEADER SUPPORTRE: HEADER SCHEDULE

SCHEDULED HEADER

FLOOR DECK

2-2x TOP PL.

HEADER COLUMN BLOCKING.MATCH COLUMN SIZE

2-2x FULL HEIGHT STUDS@ EA. SIDE OF HEADER

NAIL STUD TOHEADER W/ 3-16d

2x LOAD BEARING WALL

2-2x TOP PL.

2x BOTTOM PL.


FLOORDECKING

2x WALL

FLOOR TRUSS

CONT. SHEAR TRUSSSEE SHEAR WALL DETAILS

CLEARSTORY

OPENING


"DTC" CLIP AT (1)SIDE OF BOTTOM CHORDOR TOE NAIL W/ 2-16d

2x4 BLOCKING @ 72"O.C.

2x NON-LOAD BEARING WALL

FLOORTRUSS

FLOOR DECK2-16D NAILS @ 48" O.C.TO BLOCKING

2x NON-BEARING WALL -RE: PLAN

WALL DBL TOP PL.

TYPICAL PSL ORLAMINATED STUD COLUMNRE: HEADER & COL. SCHEUDLE

FLOOR DECK

WALL BOTTOM PL.

FLOOR TRUSS

2x COL. BLOCKING.MATCH COLUMN SIZEBELOW. TOE NAIL TOTRUSS WEB, TOP &BOTTOM PLATES W/10d NAILS.

CONTINUE STUD PACKCOLUMN THROUGH TO FOUNDATIONIN WALL FRAMING

TYPICAL PSL ORLAMINATED STUD COLUMNRE: HEADER & COL. SCHEDULE

FLOOR DECK

WALL BOTTOM PL.

2x COL. BLOCKING.MATCH COLUMN SIZEBELOW. TOE NAIL TOTOP & BOTTOM PLATES W/10d NAILS.

TRUSSSEE PLAN

CONTINUE STUD PACKCOLUMN THROUGH TO FOUNDATIONIN WALL FRAMING

WALL DBL TOP PL.

ROOF DECK

ROOF TRUSSHOLD-DOWN CLIP

ROOF TRUSS2-2x TOP PL.

2x BEARING WALL

TO

P O

F P

LA

TE

RE

: P

LA

N

2x NON-LOAD BEARING WALL"DTC" CLIP AT (1)SIDE OF BOTTOMCHORD OR TOE NAILW/ 2-16d

ROOF TRUSS

CONT. 2x6BLOCKING

ROOF TRUSSSEE PLAN

DBL. 2x TOP PL.

FLOOR TRUSSSEE PLAN

ROOF DIAPHRAMATTACHED TO FRAMING W/8d NAILS @ 6" O.C. TYP. U.N.O.

DR

OP

RO

OF

16d @ 12" O.C.EA. EDGE STAGGERED

2x OR ENGINEEREDLUMBER

16d @ 12" O.C.EA. EDGE STAGGERED


1/2" DIA. BOLT W/ WASHER@ 12" O.C. EA. EDGE

STAGGERED


DOUBLE TRIPLE

4 OR MORE

D/4

D/4

"D"

D/4

D/4

"D"

"D"

1'-0"1'-0"

2'-0"

WOOD COLUMNRE: PLAN

BEAMRE: PLAN

SIMPSON HUCQSIMPSON HUCQ

BEAMRE: PLAN11.25" TO 16" DEEP

BEAMRE: PLAN

END-BEAM CONN. COLUMN CONN.

BEAMRE: PLAN

BEAMRE: PLAN

BEAMRE: PLAN

JOISTRE: PLAN

SHOWING "END BEAM"BEAM CONNECTION

SHOWING "MID BEAM"BEAM CONNECTION

SHOWING "MID BEAM"JOIST CONNECTION

EXT. FINISHRE: ARCH

2x BLOCKING NAILERMATCH BANDING SIZETYP. U.N.O.

PLYWOOD FLOORDECK RE: NOTESTYP. U.N.O.

FLOOR TRUSS.

EXTERIOR SHEATHINGRE: NOTES

(TYP., U.N.O.)

2x WALL FRAMINGRE: PLANS AND NOTESTYP. U.N.O.

2x WALL FRAMINGRE: PLANS & NOTES(TYP., U.N.O.)

DOUBLE 2x TOPBEARING PLATE CONT.

TYP. U.N.O.

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


3/4" = 1'-0"

5/1

3/2

016 1

1:5

1:3

0 A

M

S601

Typical WoodFraming Details

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

3/4" = 1'-0"

TYPICAL BUILT-UP COLUMN/STUD DETAIL01

3/4" = 1'-0"

TOP PLATE SPLICE DETAIL02

3/4" = 1'-0"

LOAD BEARING & PARTY WALL DETAIL05

3/4" = 1'-0"

INTERIOR LOAD BEARING WALL06

3/4" = 1'-0"

INTERIOR NON-LOAD BEARING WALL DETAIL07

3/4" = 1'-0"

INTERIOR NON-LOAD BEARING WALL08

3/4" = 1'-0"

FLUSH BEAM DETAIL09

3/4" = 1'-0"

FLUSH BEAM DETAIL10

3/4" = 1'-0"

INTERMEDIATE LANDING DETAIL11

3/4" = 1'-0"

STAIR LANDING DETAIL12

3/4" = 1'-0"

NON-LOAD BEARING WALL ROOF TRUSS PARALLEL13

3/4" = 1'-0"

TYPICAL HEADER SUPPORT DETAIL AT OPENINGS16

3/4" = 1'-0"

LOAD BEARING & PARTY WALL DETAIL17

3/4" = 1'-0"

NON-LOAD BEARING WALL ROOF TRUSS PARALLEL18

3/4" = 1'-0"

LVL, PSL OR LAMINATED STUD COLUMNTYPICAL FRAMING FLOOR CONNECTION

19

3/4" = 1'-0"

INTERIOR LOAD BEARING WALL ROOFTRUSS PERPENDICULAR

14 3/4" = 1'-0"

NON-LOAD BEARING WALL ROOFTRUSS PERPENDICULAR

15

3/4" = 1'-0"

TYPICAL ROOF ELEVATION CHANGE DETAIL20

3/4" = 1'-0"

TYPICAL BUILT-UP BEAM DETAIL21

3/4" = 1'-0"

TYPICAL WOOD END BEAM TO BEAMAND BEAM TO COLUMN CONN.

03

3/4" = 1'-0"

TYPICAL JOIST/BEAMHANGER PLAN VIEW

22

3/4" = 1'-0"

TYP. SECTION @ EXT. WALL04


TRUSSSEE PLANS

PLYWOOD DECKRE: PLAN

SEE PLAN

TRUSS BANDINGTYP. U.N.O.

RE: TRUSS MFG.

2x BLOCKING@ 24" FROMEA. END OF STUD

RESIDENTIALELEVATOR SHAFT

SIMPSON CCQ COLCAP OR ECCQ @ ENDCOLUMN

WOODBEAM

RE. PLAN

SOLID OR LAMINATEDWOOD COLUMN

SIMPSON EPCZPOST CAP

SIMPSON CS 18 W/16- 10d NAILS @

EA. SIDE WHEN TOP PL.INTERRUPTED BY BEAM

SOLID OR LAMINATEDWOOD COLUMN

STANDALONEIN-WALL

2x CONTINUOUS STUDSRE: HEADER SCHEDULE FOR

QUANTITY OF STUDS @ EA.SIDE OF OPENING.

2-2x MIN.

TRUSSSEE PLANS

SEE PLAN FORTRUSS DIR.TYP. U.N.O.

COORD. W/ARCH'L& MECH'L FOR

CORRIDOR MECH'LREQUIREMENTSOVERLAP FLOOR

DECK

GYPCRETETOPPING TYP.

SEE PLAN FORTRUSS DIR.TYP. U.N.O.

OVERLAP FLOORDECK

CMU WALL

ADJACENT STUD WALLUSE SIMPSON SCB43.5 @ 4'-0" O.C. MAX AT EACH FLOOR W/SIMPSON SDS 1/4" SCREWS TO WOOD STUDS AND3- 1/4"x1 3/4" SIMPSON TITEN HEX-HED SCREWS TO MASONRY

SIMPSON CS18 COIL STRAPINTERIOR & EXTERIOR

@ EA. END OF HEADER

NOTE:USE BUILT-UP HEADER CONDITION WHEN HEADERDEPTH EXCEEDS DIMENSION BETWEEN DOUBLETOP PLATE AND WINDOW JAMB

DOUBLE STUDS@ EA. END OF

OPENING (TYP.)

HEADER COLUMNSSEE SCHEDULETHIS SHEET

TOP PL.

SILL PL.

WALL STUDS2-2x8

FLOOR DECKING

05S602

2-2x8 W/ 1/2" PLY OROSB SPACER

TOP PL.LIQUID NAILSHEAVY DUTY

ADHESIVEAPPLIED B/WEA. MEMBER

WALL SILL PL.

FLOOR DECKING

SHIM

10d NAILSSTAGGERED @ 12"O.C. MAX

04S602

10d NAILSSTAGGERED@ 6" O.C. MAX.

6"

3"

TRUSSSEE PLAN FORORIENTATION

ROOF DECK

MIN

. D

EP

TH

PE

R

TR

US

S M

AN

UF

AC

TU

RE

R

SLOPESLOPE

2-2x TOPFLATES

FLOOR DECK

CONT. 2- 2x HEADER

2x4 CRIPPLES

2-2x FULL HEIGHT STUDS@ EA. END OF CONT.HEADER.

NAIL STUD TO HEADER W/3-16d

SILL PLATE

2x COLUMNS TOSUPPORT HEADER ASSHOWN ONHEADER SCHEDULE

3-2x4 COLUMNS TOSUPPORT HEADER* USE NO. 1 GRADES.Y.P ON LOWEST LEVELEXTERIOR WALLS

WALL STUD SPACING

NOT TO EXCEED

WALL STUD SPACING

NOT TO EXCEED

WALL STUD SPACING

NOT TO EXCEED

SE

E A

RC

H.

TOP OF PLATERE: ARCH'L

HEADERRE: PLANS & NOTESTYP. U.N.O.

FINISHRE: ARCH'L.

"A"


INFILL BETWEEN TRUSS'SW/ KNEE WALL

TYP. U.N.O.

HANGER BYOTHERS

TRUSS GIRDERRE: PLAN

CANTILEVERED TRUSSRE: PLAN

SCHEDULED HEADERSEE PLAN

FLOOR DECKING

2- 2x8 SCABNAILED

GYPCRETETOPPING

2x8 PLATE

SIMPSON "A23" CLIPEA. END

2- 2x8 PLATE

SIMPSON "A23" CLIPEA. END

2-2x8SCAB

4- 1/2" DIA. LAG SCREWSMIN. 3" DEPTH INTO

WOOD W/ PL. 5"x51/2"x1/4

AR

CH

.S

EE

REF. ARCH.

HAND RAIL -REF. ARCH. FOR FINISH -REF. GENERAL NOTES FORTYPICAL LOADING

4 - 1/2" DIA. LAG SCREWS -MIN. 3" DEPTH INTO WOOD W/5"x5 1/2" x 1/4" PL.

5 1

/2"

5"

1"

3 1

/2"

1"

1" 3" 1"

TRUSS MFR. TO DESIGN/BUILD PARAPET INTEGRALW/ ROOF TRUSS (TYP)

ROOF DECK

PARAPET EL.RE: ARCH

(TYP., U.N.O.)

FINISH ROOFINGRE: ARCH

C8x13.7 CHANNEL

2x12 SCAB MEMBER EACH SIDE OF TRUSS w/ (4) 1/4"DIA. x 3" LONG SIMPSON SDS SCREWS TO EACH TRUSSCHORD TOP & BOTTOM

SIMPSON HGA10 GUSSET ANGLE w/ (4)1/4" DIA. x 3" LONG SIMPSON SDSSCREWS TO SCAB MEMBER & BEAM

CANOPY - RE: ARCH

1 OF 2 - 5/8" DIA THROUGHBOLTS @ 24" O.C. w/ SIMPSON

BP5/8 BEARING PLATES

SIMPSON A35 CLIP ANGLEATTACHED w/ #9 x 1-1/2"SIMPOSN SDS SCREWS

A A

ROOF TRUSS BOTTOM CHORD

2x12 SCAB MEMBER

SIMPSON HGA10GUSSET PLATE

10d TOE NAILS @ 4"O.C. EACH SIDE

5.25x11.25 PSL

C8x13.7 CHANNEL

1 OF 2 - 5/8" DIA THROUGHBOLTS @ 24" O.C. w/ SIMPSON

BP5/8 BEARING PLATES

ROOF TRUSS END WEB

NOTE: TRUSS DESIGNER TO DESIGN TRUSSES @CANOPY LOCATIONS FOR TOP AND BOTTOMCHORD AXIAL FORCE OF 600 LBS.

SECTION A-A

FLOOR DECK

FLOOR TRUSS

STEEL BEAMRE: PLAN

CONT. DOUBLE2x NAILER

1/2" THREADED ROD @ 16" O.C.STAGGERED SHOP WELDED TO

BEAM (TYP., U.N.O.)

1/2" NUT COUNTERSUNKINTO NAILER (TYP., U.N.O.)

3- 2x12 NAILER

SIMPSON HTU FACE-MOUNTTRUSS HANGER

FLOOR DECK

FLOOR TRUSS

STEEL BEAMRE: PLAN

CONT. DOUBLE2x10 NAILER

1/2" THREADED ROD @ 16" O.C.STAGGERED SHOP WELDED TO

BEAM (TYP., U.N.O.)

1/2" NUT COUNTERSUNKINTO NAILER (TYP., U.N.O.)

3- 2x12 NAILEREACH SIDE

SIMPSON HTU FACE-MOUNTTRUSS HANGER

1/2" DIA. THROUGH BOLTS@ 16" O.C. STAGGERED

PAVER SYSTEMRE: ARCH

HSS2x2x18 POST@ 5'-0" O.C. MAX

GLASS PANELRE: ARCH

FLATWISE 5.25x11.25 PSL(RE: DETAIL 04 THIS PAGE

FOR CONNECTION)

1 OF 4: 1/2" DIA.THROUGH BOLTS (LAG

BOLTS NOT ACCEPTABLEAT THIS CONDITION)

FLOOR TRUSS

2x12 SCAB MEMBER (RE:DETAIL 04 THIS PAGE FOR

CONNECTION)

8x6x3/8 STEEL PLATE

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


3/4" = 1'-0"

5/1

3/2

016 1

1:5

1:3

5 A

M

S602

Typical WoodFraming Details

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

3/4" = 1'-0"

TYP. FRAMING @ CANTILVER07

3/4" = 1'-0"

SECTION AT ELEVATOR SHAFT06

3/4" = 1'-0"

BEAM/HEADER TO COLUMN DETAIL02

3/4" = 1'-0"

TYP. SECTION AT CORRIDOR08

3/4" = 1'-0"

TYPICAL CMU WALL BRACING DETAIL10

3/4" = 1'-0"

TYPICAL BUILT-UP HEADER03

3/4" = 1'-0"

SECTION05

3/4" = 1'-0"

SECTION04

3/4" = 1'-0"

ROOF DRAIN DETAIL09

3/4" = 1'-0"

TYPICAL HEADER SUPPORT W/ CONT. 2- 2x HEADER DETAIL01

3/4" = 1'-0"

TYPICAL EXTERIORNON-LOAD BEARING WALL

11 3/4" = 1'-0"

EXTERIOR WALL AT OPENING12

3/4" = 1'-0"

TYPICAL BALCONY SECTION13

3/4" = 1'-0"

TYPICAL CANOPY CONNECTION14

3/4" = 1'-0"

TRUSS TO STEEL BEAM CONNIX16

3/4" = 1'-0"

TYP. TRUSS TO STEEL BEAM CONNECTION15

3/4" = 1'-0"

SECTION @ GLASS HANDRAIL17



INFILL BETWEEN TRUSSESW/ KNEE WALL

TYP. U.N.O.

HANGER BYOTHERS

TRUSS GIRDERRE: PLAN

CANTILEVERED TRUSSRE: PLAN

AR

CH

.S

EE

REF. ARCH.

RE: DETAIL 13/S602 FORHANDRAIL ATTACHMENT

WOOD BEAMRE: PLAN

EXTERIOR WOOD FRAMING

EXT. FINISHRE: ARCH

WOOD BEAMRE: PLAN

FLOOR DECK

FLOOR TRUSSES

2x FRAMING

VE

RIF

Y w

/ A

RC

H

w/ ARCHVERIFY

1 OF 2 CONT. SIMPSON CS16 STAPSATTACHED w/ 3" 10d NAILS PERMFR. INSTRUCTIONS

FLOOR DECK

FLOOR TRUSS BEYOND

2x NAILER

STEEL BEAMRE: PLAN

WOOD BEAMRE: PLAN

CONT. 2x DRAG STRUT MEMBERS

TRUSS HANGER BEYOND

CONT. 2x12 ATTACHED TO TRUSSMEMBERS w/ 10d NAILS @ 4" O.C.

04S603

SIMPSON A36 CLIP ANGLES @ 48" O.C.

17x6x3/8" PLATE EACH SIDE

1/2" PLATE BOTTOM

1 OF 3: 3/4" THROUGH BOLTS

FLOOR DECK

FLOOR TRUSS

CONT. SIMPSON CS14 STRAPS

CONT. 2x12

SIMPSON A36 CLIPANGLES @ 48" O.C.

Scale

Date

Drawn By

Checked By

Project Number


MEP EngineerJohnson Consulting Engineers, Inc.2102 Blalock DriveSuite 101Austin, Texas 78758512.990.9550


Landscape Architect-

Interior Designer-

401 Congress Avenue, Suite 1540 Austin, Texas 78701 512.852.4310


1 GARAGE/PODIUM PERMIT SET 03.31.2015

REVISIONS

ISSUANCES

and


2 RESIDENTIAL PERMIT SET 05.08.2015

3 FOR CONSTRUCTION 09.14.2015

3/4" = 1'-0"

S603

Wood FramingDetails

Keesee Tract

Checker

Author

05.13.2016

2015.172

10801 S. IH35 Austin,TX 78748


3/4" = 1'-0"

BALCONYFRAMING - LEVEL 2 @ COURTYARD ENTRANCE01

3/4" = 1'-0"

EXT. WALL FRAMING - LEVEL 2 @COURTYARD ENTRANCE

02 3/4" = 1'-0"

DRAG STRUT CONNIX @ STEEL BEAM03

3/4" = 1'-0"

DRAG STRUT SECTION04

WALL STUDS

"SIMPSON"HOLD DOWN,

OR EQUIVALENT,RE: SCHEDULE

SILL PL. CONNECTORS,RE: SCHEDULE

FOUNDATION

SHEAR WALLCHORD,

RE: SCHEDULE

SHEAR WALLSHEATHING,RE: SCHEDULE

INTERSECTINGNON-SHEAR

WALL

HOLD-DOWNANCHOR,

RE: SCHEDULE

WALL STUDS

SHEAR WALLCHORD, RE: SCHEDULE

"SIMPSON" SOIL STRAP OREQUIVALENT,

RE: SCHEDULE, CONN. PERMFR. RECOMMENDATIONS

WALL STUDS

SHEAR WALL CHORD,RE: SCHEDULE

FLOOR DECK,RE: GENERAL NOTESFOR DIAPHRAGMNAILING REQUIREMENTS.

DOUBLE TOP PL.

FLOOR TRUSSES

SILL PL.

SHEAR BLOCKING TRUSSESB/W EVERY FLOOR TRUSS, RE:S603 FOR NAILING



TOP PL. CONNECTORS,RE: SCHEDULE

WALL STUDS


"SIMPSON"COIL STRAP

OR EQUIVALENT,RE: SCHEDULE,

CONN. PER MFR.RECOMMENDATIONS

WALL STUDS


FLOOR DECK,RE: GENERAL NOTESFOR DIAPHRAGMNAILING REQUIREMENTS.

DOUBLE TOP PL.

SILL PL.

CONTINUOUS SHEARTRANSFER TRUSS

SHEAR WALL SHEATHING,RE: SCHEDULE

SHEAR WALLSHEATHING,

RE: SCHEDULE

SILL PL. CONNECTORS,RE: SCHEDULE


"SIMPSON"COIL STRAP,



WALL STUDS


ROOF DECK

DOUBLE TOP PL.

ROOF TRUSS

SHEAR BLOCKING PANELS,RE: S603 FOR NAILING



"SIMPSON"COIL STRAP,



WALL STUDS


CONTINUOUS SHEARTRANSFER TRUSSRE: TYPICAL DETAILS

CONTINUOUS ROOF SHEARTRUSS CLIPSRE: SCHEDULE

HOLD-DOWN @FOUNDATIONWHERE APPLICABLE

HOLD-DOWNFOUNDATION ANCHORWHERE APPLICABLE

SILL PL. CONNECTORS TOCONCRETE BELOW

1/2" EXPANSIONANCHORS @36" O.C.

CHORD SIZE

3- 2x

TOP PL. CONNECTORS SIMPSON COIL STRAP

2-CS18 W/ 16-10dNAILS @ EA. END

SHEATHING TYPE

&

CONTINUOUS ROOFSHEAR TRUSS CLIPS

SIMPSON A34 CLIPS@ 24" O.C.



2- 2x

2- 2x

3- 2x

2- 2x

2- 2x

3- 2x

2- 2x

2- 2x

-

-

-

-

-

-

10d NAILS @ 6" O.C.

10d NAILS @ 8" O.C.

10d NAILS @ 12" O.C.

10d NAILS @ 6" O.C.

10d NAILS @ 8" O.C.


10d NAILS @ 6" O.C.

10d NAILS @ 8" O.C.


-

-

-

-

-

-

CS16 W/ 20-10dNAILS @ EA. END








&


3- 2x

2- 2x

2- 2x - -

10d NAILS @ 6" O.C.

10d NAILS @ 8" O.C.


-

-





3- 2x4

2- 2x

2- 2x - -

10d NAILS @ 6" O.C.

10d NAILS @ 8" O.C.


-

-




2- 2x - - 10d NAILS @ 8" O.C. -CS16 W/ 20-10dNAILS @ EA. END





&

&

&

&

&

&

&

&

4 STORY WALL

SW 1-4 / LEVEL 1SIMPSON HTT5W/26-10d NAILS

5/8" DIA. THREADEDROD8-1/2" EMBEDMENT

SIMPSON HTT5W/26-10d NAILS

5/8" DIA. THREADEDROD8-1/2" EMBEDMENT

SILL PL. CONNECTORSTO WOOD BELOW

12d NAILS @ 6" O.C.

12d NAILS @ 6" O.C.

12d NAILS @ 6" O.C.

12d NAILS @ 8" O.C.


12d NAILS @ 8" O.C.


12d NAILS @ 8" O.C.


12d NAILS @ 6" O.C.

12d NAILS @ 8" O.C.


12d NAILS @ 6" O.C.

12d NAILS @ 8" O.C.


12d NAILS @ 8" O.C.

12d NAILS @ 8" O.C.

12d NAILS @ 8" O.C.

12d NAILS @ 8" O.C.

12d NAILS @ 8" O.C.

1/2" EXPANSIONANCHORS @36" O.C.

-

-

SW 1-4 / LEVEL 2

SW 1-4 / LEVEL 3

SW 1-4 / LEVEL 4

SIMPSON HTT5W/ 26-10d NAILS


SW 2-4 / LEVEL 1

SW 2-4 / LEVEL 2

SW 2-4 / LEVEL 3

SW 2-4 / LEVEL 4

5/8" DIA. THREADED ROD8 1/2" EMBEDMENT


1/2" EXPANSIONANCHORS @ 36" O.C.


-

-

SW 3-4 / LEVEL 1

SW 3-4 / LEVEL 2

SW 3-4 / LEVEL 3

SW 3-4 / LEVEL 4


5/8" DIA. THREADED ROD8-1/2" EMBEDMENT





-

-

SW 4-4 / LEVEL 1

SW 4-4 / LEVEL 2

SW 4-4 / LEVEL 3

SW 4-4 / LEVEL 4







-

-

SW 5-4 / LEVEL 1

SW 5-4 / LEVEL 2

SW 5-4 / LEVEL 3

SW 5-4 / LEVEL 4







-

-

NOTES:

1. SHEAR WALL DETAILS SHOWN APPLY TO EACH END OF EACH SHEAR WALL AS SHOWN ON SHEAR WALL PLAN.

GA

N

SHEARWALL CONNECTOR SCHEDULE

HA

B

P

B

A

A

MA

NA

B

A

JA

KA

B

A

M

N

B

A

M

N

B

A

TYPICAL SHEAR WALL NAILING NOTES:

1. ALL NAILS SPECIFIED IN SHEAR WALL FRAMING BE COMMON NAILS OF THE WEIGHT SPECIFIEDON SHEARWALL DETAILS.

2. ALL DRYWALL ATTACHED TO SPECIFIED SHEAR WALL SHALL BE FASTENED WITH COOLER NAILSOR WALLBOARD NAILS OF THE WEIGHT SPECIFIED ON SHEAR WALL DETAILS.

3. ALL STUDS USED FOR SHEAR WALL CHORDS SHALL BE NO. 2 DFL OR EQUAL.

SHEAR TRANSFER TRUSS NOTES

1. TRUSS DESIGNER TO DESIGN CONTINUOUS SHEAR TRUSS TO RESISTFORCES SHOWN ON TYPICAL SHEAR WALL DETAIL S603.

2. TRUSS DESIGNER TO DESIGN SHEAR BLOCKING TRUSS TO RESIST FORCESSHOWN ON TYPICAL SHEAR WALL DETAIL SHEET S603.

SHEAR WALL SHEATHING SCHEDULE

MARK UNIT AIR SPACE

SHEATHING LOCATION

CORRIDOR

A -5/8" GYPBOARD

PANEL EDGES

6d @ 4" O.C.

NAILING

INTERMEDIATESUPPORT

B

C

D

E

-

-

-

6d @ 7" O.C.

6d @ 4" O.C.

6d @ 4" O.C.

6d @ 4" O.C.

6d @ 4" O.C.

6d @ 7" O.C.

6d @ 4" O.C.

5/8" GYPBOARD

2 FACES

5/8" GYPBOARD

5/8" GYPBOARDF

G

H

I

J

--

-

-

-

-K

-

5/8" GYPBOARD

-

5/8" GYPBOARD

-

-

-

-

-

7/16" PLYWOOD OR

OSB

OSB

-

-

OSB

-

-

-

6d @ 7" O.C.

8d @ 3" O.C.

8d @ 4" O.C.

8d @ 6" O.C.

8d @ 3" O.C.

8d @ 4" O.C.

8d @ 6" O.C.

6d @ 7" O.C.

8d @ 12" O.C.

8d @ 12" O.C.

8d @ 12" O.C.

8d @ 12" O.C.

8d @ 12" O.C.

8d @ 12" O.C.L

- 6d @ 7" O.C. 6d @ 7" O.C.2 FACES

-

M

N

P

8d @ 3" O.C.

8d @ 4" O.C.

8d @ 6" O.C.

8d @ 12" O.C.

8d @ 12" O.C.

8d @ 12" O.C.

- -

-

--

-

-

NOTE: PROVIDE BLOCKING FOR ALL EDGES OF SHEAR WALLS WITH PLYWOOD OR OSB SHEATHING.

EXTERIOR

-

-

-

-

-

-

-

-

-

-

-

-

5/8" GYPBOARD

5/8" GYPBOARD

7/16" PLYWOOD OR

7/16" PLYWOOD OR

OSB

7/16" PLYWOOD OR

OSB

7/16" PLYWOOD OR

OSB

7/16" PLYWOOD OR

OSB

7/16" PLYWOOD OR

OSB

7/16" PLYWOOD OR

OSB

7/16" PLYWOOD OR

UNIT GYP BOARDSHEAR WALL SHEATHING,RE: SCHEDULE

AIR SPACE OSBSHEAR WALL SHEATHINGRE: SCHEDULE

NOTE:

DO NOT ALTERNATE WALL OFAIRSPACE OSB SHEATHING


UNIT OSBSHEAR WALL SHEATHING,RE: SCHEDULE

GYPBOARDSHEATHING,RE: ARCH

GYPBOARDSHEATHING,

RE: ARCH

CORRIDOR UNIT

OSB SHEARWALL SHEATHING,RE: SCHEDULE

GYPBOARDSHEATHING,RE: ARCH

GYPBOARDSHEATHING,

RE: SCHEDULE

UNIT UNIT

OSB SHEARWALL SHEATHING,RE: SCHEDULE

GYPBOARDSHEATHING,

RE: SCHEDULE

UNIT EXTERIOR

OSB SHEARWALL SHEATHING,

RE: SCHEDULE

GYPBOARDSHEATHING,

RE: ARCH

RE: ARCH FORFIRE WALL DETAILS


"SIMPSON" HOLDDOWN, OR EQUIVALENT,

RE: SCHEDULE

WALL STUDSRE: STUD SCHEDULE

SHEAR WALL CHORDRE: SCHEDULE FORQUAUNTIY OF STUDS

UNIT GYP BOARDSHEAR WALL SHEATHING,

RE: SCHEDULE

NOTE:RE: DETAIL 06 THIS SHEET FOR ADDITIONALINFORMATION NOT SHOWN

WALL STUDSRE: STUD SCHEDULE


Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


As indicated

5/1

3/2

016 1

1:5

1:3

8 A

M

S604

Shear WallSchedule & Details

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

3/4" = 1'-0"

TYPICAL SHEAR WALLHOLD-DOWN ANCHOR DETAIL

06

3/4" = 1'-0"

TYPICAL SHEAR WALLINTER-FLOOR CONNECTION DETAILFLOOR TRUSSES PERPENDICULAR TO WALL

09 3/4" = 1'-0"

TYPICAL SHEAR WALLINTER-FLOOR CONNECTION DETAILFLOOR TRUSSES PARALLEL TO WALL

08 3/4" = 1'-0"

TYPICAL SHEAR WALLROOF CONNECTION DETAILTRUSSES PERPENDICULAR TO WALL

10 3/4" = 1'-0"

TYPICAL SHEAR WALLROOF CONNECTION DETAILTRUSSES PARALLEL TO WALL

11

1 1/2" = 1'-0"

TYPICAL PARTY WALL (TYPE 1)SHEAR WALL SHEATHING DETAIL

01 1 1/2" = 1'-0"

TYPICAL CORRIDOR (TYPE 2)SHEAR WALL SHEATHING DETAIL

02 1 1/2" = 1'-0"

TYPICAL UNIT (TYPE 3)SHEAR WALL SHEATHING DETAIL

03 1 1/2" = 1'-0"

TYPICAL EXTERIOR (TYPE 4)SHEAR WALL SHEATHING DETAIL

04 1 1/2" = 1'-0"

TYPICAL FIRE WALL (TYPE 5)SHEAR WALL SHEATHING DETAIL

05

1 1/2" = 1'-0"

PARTIAL PLAN - TYPICAL HOLD DOWNAT PARTY WALL SHEAR WALL

07


SHEAR WALL

SCHEDULEDSHEATHING

SHEAR WALL SHEATHINGBOUNDARY NAILING

RE: SHEAR WALLDETAILS FOR NAILING OF

FLOOR DECK TO SHEARBLOCKING TRUSS

SHEAR BLOCKNAILING, RE:

DETAIL 10

RE: SHEAR WALLDETAILS FOR NAILING OFBOTTOM PLATE TO SHEARBLOCKING TRUSS

2x BOTTOM PLATE

FLOOR DECKING

FLOOR TRUSS

DISCONTINUOUS SHEARBLOCKING TRUSSBETWEEN EVERY FLOORTRUSS SEE S604/10

SCHEDULED SHEATHING

REFER TO SHEARWALLELEVATIONS & SECTIONSFOR SIZES TYP.

2x SHEARWALL

REFER TO SHEARWALLDETAIL FOR TOP PL.

NAILING

2-2x TOP PLATE

SEE ARCH.AIR SPACE-

2x SHEARWALL

SCHEDULESSHEATHING

PLYWOOD DECKNAILING

SHEARWALL SHEATHINGBOUNDRY NAILING

REFER TO SHERWALLDETAIL FOR NAILING IFBOTTOM PLATE TO SHEARTRANSFER TRUSS

2x BOTTOM PLATE

FLOOR DECKING

2-2x TOP PLATE

REFER TOSHEARWALL DETAILS

FOR TOP PLATENAILING

2x SCHEDULEDSHEARWALL

SHEAR TRANSFER TRUSSTO TOP PLATE NAILINGREFER TO SHEARWALL

DETAILS

CONT. SHEARTRANSFER TRUSSSEE S604/11

BOUNDRY NAILING

2-2x TOP PLATE CONT.(WIDTH AS REQ'D.)

FLOOR TRUSS

SEE ARCH.AIR SPACE-

REFER TO SHEARWALLDETAILS FOR NAILING OF

BOTTOM PLATE TO SHEARBLOCKING TRUSS

2x BOTTOM PLATE

PLYWOOD DECK NAILINGTO SHEAR TRUSS

FLOOR DECKING


TYPICAL SHEAR BLOCKNAILING REFER TOS604/10

FLOOR TRUSS

REFER TOSHEARWALL DETAILFOR NAILING

DISCONTINUOUS SHEARBLOCKING TRUSS

BETWEEN EVERY FLOORTRUSS

SEE S604/102x SHEARWALL

SCHEDULEDSHEATHING

2x SHEARWALLRE: PLAN

FLOOR TRUSS

REFER TO SHEARWALLDETAILS FOR NAILING OF

TRANSFER TRUSS TO TOPPLATE

2x SHEARWALL

SCHEDULED SHEATHING

REFER TO SHEARWALLDETAILS FOR NAILING

FLOOR DECKING

CONT. SHEARTRANSFER TRUSSSEE S604/11

REFER TOSHEARWALL DETAILSFOR TOP PLATENAILING

FLOOR TRUSS

2x SHEARWALL

SHEARWALL SHEATHINGBOUNDRY NAILING

PLYWOOD DECK NAILNIG

SHEAR BLOCKING TRUSSBETWEEN EVERY FLOOR

TRUSS

SCHEDULEDPLYWOOD/OSBSHEATHING

SOLE PLATE TO SHEARBLOCKING TRUSS NAILING

2x SOLE PLATE

PLYWOOD/OSB SHEATHINGTHICKNESS & NAILINGMATCH TO SHEARWALLSHEATHING AT THE SAMELEVEL

FLOOR DECKING

TYPICAL SHEAR BLOCKNAILING REFER TO S604/10

2-2x TOP PLATE

2x SHEARWALL

REFER TOSHEARWALL DETAIL

FOR NAILING

SCHEDULEDPLYWOOD/OSB SHEATHING

FLOOR TRUSS

DISCONTINUOUS SHEARBLOCKING TRUSSBETWEEN EVERY FLOORTRUSS SEE S604/10

2x TOP BEARING PLATECONT. (WIDTH AS REQ'D.)

SCHEDULEDGYPBOARDSHEATHING

SEE ARCH.AIR SPACE-

8d NAIL @ 6" O.C.

ROOF DECK

2-2x TOP PLATE


FOR NAILING


DISCONTINUOUS SHEARBLOCKING TRUSSSEE S604/12

BOUNDRY NAILING

8d NAIL @ 6" O.C.

ROOF DECK

2-2x TOP PLATE


FOR TOP PLATENAILING


CONT. SHEAR TRANSFERTRUSS SEE S604/13

BOUNDRY NAILING

8d NAIL @ 6" O.C.

ROOF DECK

ROOFTRUSS

DISCONTINUOUS SHEARBLOCKING TRUSS BETWEEN

EVERY FLOOR TRUSSSEE S604/12

REFER TO SHEARWALL DETAILFOR CLIP ANGLE CONNECTOR

REFRER TO SHEARWALL DETAILFOR NAILING

2x SHEARWALL

SCHEDULED SHEATHING

8d NAIL @ 6" O.C.

ROOF DECK

CONTINUOUS SHEARTRANSFER TRUSSSEE S604/13

REFER TO SHEARWALL DETAILFOR CLIP ANGLE CONNECTOR

REFER TO SHEARWALL DETAILSFOR TOP PLATE NAILING

2x SHEARWALL

SCHEDULED SHEATHING

REFER TO SHEARWALLELEVATIONS FOR NAILNIG

PLYWOOD DECK TO TRUSSNAILING REFER TO SHEARWALL

DETAILS S702, S704, S706 &S708

5-12d NAILS TYP.

TYP. FLOOR TRUSS

PLATE NAILING REFERTO SHEARWALL ELEVATIONS

SCHEDULEDSHEARWALL SHEATHING

2x TENSION CHORD LAMINATED

2x BOTTOM PLATE

FLOOR DECKING

SHEAR BLOCKING TRUSSBETWEEN EVERY FLOOR TRUSS

2x CRIPPLES TO MATCHSHEARWALL CHORDSNAILED W/ 16d @ 6" O.C.

DOULE 2x TOP PLATE

2-12d NAILS (8 NAILS TOTAL)TYPICAL

STRAP TIESBETWEEN FLOORS

NOTE:RE: SHEARWALL ELEVATIONSFOR COIL STRAP SIZES &NAILING

NOTE:FLOOR SHEAR BLOCKSSHALL FURNISH WORKINGLOADS IN SHEAR 1000 LBS.

SHEARWALL

TOP OF PLATE

EL.

03

& 0

5

CU

T L

EN

GT

H

EQ

UA

L18' C

LE

AR

SP

AN

EQ

UA

L

SHEARWALL

2x WALL STUDS

FLOOR DECKING

TRUSS VERTICALMEMBER TO MATCHSIZE & SPACING OFSTRUCTURAL WALL

STUDS ABOVE

REFER TO SHEARWALLELEVATIONS FOR TOP

PLATE NAILING

2x WALL STUDS

REFER TO SHEARWALLELEVATIONS FOR BOTTOMPLATE TO SHEARBLOCKING TRUSS NAILING

PLYWOOD DECK TO TRUSSNAILING REFER TO SHEARWALL DETAILSS603, S604, S605

2x BOTTOM PLATE

DOUBLE 2x TOP PLATE

2x CHORDS AT EACH ENDOF SHEARWALL

REFER TO SHEARWALLELEVATIONS FOR SHEAR TRUSSTO TOP PLATE NAILING

REFER TO SHEARWALLDETAIL FOR STRAP TIESBETWEEN FLOORS

2x CRIPPLES TO MATCHSHEARWALL CHORDSNAILED W/ 16d @ 6" O.C.

CONT. SHEAR TRANSFERTRUSS

TRUSS DESIGNER NOTE:SHEAR TRANSFER TRUSS SHALLFURNISH SHEAR WORKING LOAD450 LBS/FT

SHEARWALL

TRUSS DESIGNER NOTE:ROOF SHEAR BLOCKS SHALLFURNISH WORKING LOADIN SHEAR 500 LBS

TYP. ROOF TRUSS

ATTACH BLOCKINGTRUSS TO ROOF

TRUSS VERTICALW/4-10d TOE NAILS

REFER TO SHEARWALLELEVATIONS FOR

TOP PLATE NAILING

2- (SIMPSON A21 CLIPS) @EA SHEAR BLOCKING TRUSS

FASTEN W/4-10d NAILS

NOTE:RE: SHEARWALL ELEVATIONSFOR COIL STRAP SIZES &NAILING

INSTALL SIMPSON LTS12W/12d NAILS CONNECTTRUSS TO EVERYSHEARWALL CHORD

DOUBLE 2x TOP PLATE

ATTACH BLOCKING TRUSSTO ROOF TRUSS VERTICALW/4-10d NAILS

SHEAR BLOCKING TRUSSBETWEEN EVERY ROOF TRUSS

ROOF DECK8d NAILS @6" O.C.

TOP OF PLATE

SHEARWALL

8d NAILS @ 6" O.C.

ROOF DECKING

REFER TO SHEARWALLELEVATIONS FOR

TOP PLATE NAILING

CONT. SHEARTRANSFER TRUSS

REFER TO SHEARWALLELEVATIONS FOR CONNECTOR

INSTALL SIMPSON LT12W/12d NAILS CONNECTTRUSS TO EVERYSHEARWALL CHORD

2x CHORDS AT EACHEND OF SHEARWALL.RE: SHEARWALL ELEVATIONSFOR SIZE.

TYPICAL FIELDNAILING

TYPICAL BOUNDRYNAILING

TRUSS DESIGNER NOTE:ROOF TRANSFER TRUSSFURNISH SHEAR WORKINGLOAD IN SHEAR 250 LBS/FT

TO

P O

F P

LA

TE

@ R

OO

FSHEARWALL

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


3/4" = 1'-0"

5/1

3/2

016 1

1:5

1:4

2 A

M

S605

Shear Wall Details

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

3/4" = 1'-0"

SHEARWALL & PERPENDICULAR FLOORTRUSS DETAIL ( AT PARTY WALL)

01 3/4" = 1'-0"

SHEARWALL & PARALLEL FLOORTRUSS DETAIL (AT PARTY WALL)

02 3/4" = 1'-0"

SHEARWALL & PERPENDICULAR FLOORTRUSS DETAIL

03 3/4" = 1'-0"

SHEARWALL & PARALLELFLOOR TRUSS DETAIL

04 3/4" = 1'-0"

SHEARWALL W/ PERPENDICULARFLOOR TRUSS DETAIL (W/ PLYWOODOR OSB SHEATHING)

05

3/4" = 1'-0"

SHEARWALL & PERPENDICULAR ROOFTRUSS DETAIL (AT PARTY WALL)

06 3/4" = 1'-0"

SHEARWALL & PARALLEL ROOF TRUSSDETAIL (AT PARTY WALL)

07 3/4" = 1'-0"

SHEARWALL & PERPENDICULAR ROOFTRUSS DETAIL

08 3/4" = 1'-0"

SHEARWALL & PARALLELROOF TRUSS DETAIL

09 3/4" = 1'-0"

DISCONTINUOUS FLOOR SHEARBLOCKING TRUSS DETAIL

10

3/4" = 1'-0"

CONTINUOUS FLOOR SHEARTRANSFER TRUSS DETAIL

11 3/4" = 1'-0"

DISCONTINUOUS ROOF SHEARBLOCKING TRUSS DETAIL

12 3/4" = 1'-0"

CONTINUOUS ROOF SHEAR TRANSFERTRUSS DETAIL (PARALLEL TO FLOORFRAMING)

13


2x STUD SHEARWALL SHEATHING

2x TENSION CHORDSLAMINATEDREFER TO SHEARWALLELEVATIONS FOR SIZES.

HOLD-DOWN

FINISH SLAB

EXPANSION BOLT FORINTERIOR ONLYSIZE, SPACING REFERTO SHEARWALL DETAIL

SILL BOLT 2x SILL PLATE HOLD DOWN ANCHORBOLT REFER TOSHEARWALL ELEVATION

SHEARWALL

30-12d NAILSTOTAL (TYP)

30-12d NAILSEQ. SPACED (TYP)

ADD'L 2x4 STUDS

SHEARWALL

PROVIDE 2x4 BLOCKING

BOUNDRY NAILINGRE: SCHEDULE

HOLDOWN ANCHORWHERE SHOWN ON

PLAN (ANCHORS TO BESET IN SLAB POUR)

SHEARWALLNAILING (TYP)

12d NAILS @ 6" O.C.2x12 CONT.

EXTERIOR WALL

SHEARWALL WHENSHOWN ON PLAN

SHEARWALLPLYWOOD/OSB SHEATHING@ AIRSPACE

SHEARWALL SHEATHING

1 1/2" MIN. 1 1/2" MIN.

EDGE NAILING (TYP)


PLAN (ANCHOR TO BESET IN WITH SLAB

POUR)

EXTERIOR WALL


EXTERIOR WALL

NAILING (TYP)


PLAN


TYPICAL SHEARWALL NAILINGRE: SHEARWALL DETAILS

16d NAILS @ 8" O.C.@ 2x4-2x6 TRANSITION(TYP)

NOTES:

1. FIELD NAILING @ 12" O.C. TYPICAL

2. SEE SHEARWALL DETAIL FOR BOUNDRYAND EDGE NAILING INFORMATION

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


3/4" = 1'-0"

5/1

3/2

016 1

1:5

1:4

4 A

M

S606

Shear Wall Details

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748

3/4" = 1'-0"

SHEARWALL HOLD-DOWN AND ANCHORS DETAIL1

3/4" = 1'-0"

TYPICAL SHEARWALL & WALLINTERSECTION DETAIL

2 3/4" = 1'-0"

INTERSECTING SHEARWALL3

3/4" = 1'-0"

INTERSECTING SHEARWALL4

3/4" = 1'-0"

CORNER SHEARWALL HOLD DOWN DETAIL5

3/4" = 1'-0"

2x4 - 2x6 SHEARWALL TRANSITION DETAIL6


SECTION Ah

REINFSEE TABLE

8" MASONRY

DOOROPENING

HORIZONTAL REINFORCEMENTSEE LINTEL SCHEDULE

2'-0"

OR 40 BAR DIA

WINDOWOPENING

CONTINUOUS HORIZONTALREINF AT TOP OF WALL(2- #5 MIN. IN 8" MIN. BOND BEAM)

VERTICAL REINF. IN FULLYGROUTED CELLS

SEE MASONRY COLUMNSCHEDULE

SEE OTHER DETAILS FORTYP WALL REINF.

VERTICAL REINFIN EACH CELLSEE MASONRYCOLUMN SCHED

B

HORIZONTAL REINFORCEMENTBELOW WINDOWSEE LINTEL SCHEDULE

SEE NOTE #1(TYP. BOTH SIDES)

NOTES:

1. USE SEALANT BOTH SIDES FULL HEIGHT OF WALL.

2. MAXIMUM CONTROL JOINT SPACING IS 20'-0" O.C.

3. WHERE POSSIBLE, POSITION MASONRY WALL CONTROL JOINT TO COINCIDE

WITH SLAB-ON-GRADE CONTROL/CONSTRUCTION JOINTS.

4. SUBMIT A MASONRY CONTROL JOINT PLAN TO ARCHITECT FOR REVIEW AND

APPROVAL.

5. IN LIEU OF HARD RUBBER PREMOLDED CONTROL JOINT, INSERT AND SPECIAL

SASH BLOCKS. A CONTROL JOINT INSERT SHEAR BAR

(12" LONG x 1" WIDE x 1/4" THICK) MAY BE GROUTED INTO THE WALL

AT THE CONTROL JOINT AT 16" O.C.

HARD RUBBER PREMOLDEDCONTROL JOINT INSERT (TYP.)

SASHBLOCK

ALTERNATECOURSES

NOTES:

1. CLEAR COVER ASSUMED TO BE 2 1/2" FOR BAR SIZES OF #6 AND LESS.

2. CLEAR COVER ASSUMED TO BE 3" FOR #7 BARS AND 4" FOR #8 AND #9 BARS.

WHERE CLEAR COVER OR CLEAR SPACING FOR MASONRY REINF. IS LESS, INCREASE SPLICE

LENGTHS SHOWN BY MULTIPLYING LENGTHS BY MAX. RATIO OF ASSUMED CLEAR COVER

TO ACTUAL CLEAR COVER.

3. LAP LENGTHS LISTED ABOVE APPLY UNDER THE FOLLOWING CONDITIONS:

A. REINFORCING BARS ARE GRADE 60 (Fy = 60,000 PSI)

B. MASONRY STRENGTH IS AT LEAST 1,500 PSI

C. WALL BARS ARE SPACED AT LEAST 5 BAR DIA. O.C.

4. WHERE A LARGER BAR LAPS A SMALLER BAR, THE SMALLER SCHEDULED LAP LENGTH

APPIES.

5. SEE CONCRETE TYPICAL DETAILS FOR DOWELS AND HOOK LENGTHS.

ADD #4VERTICALCORNER BAR

ADD 2 VERTICAL REBAR TOMATCH VERT. REINFORCEMENT

LAP PER SCHED.

TYPICAL

TYPICAL

SPACING

1 / 2 T

YP

.

SP

AC

ING

JAMB BARSEE DETAIL

VERT. STD. HOOK @ ENDOF WALL & OPENINGS, TYP.

1/2 TYP.

SPACING

023/4"=1'-0"

MASONRY BEAM SCHEDULE

04N.T.S.

TYPICAL OPENING IN MASONRY WALL

SECTION A

03N.T.S.

TYPICAL MASONRY WALL CONTROL JT DETAIL

05N.T.S.

MASONRY REINF. LAP SPLICE SCHEDULE

INTERSECTIONS CORNERS & JAMBS

013/4"=1'-0"

TYPICAL PLAN AT BOND BEAM MASONRY WALL REINF.

6", 8", OR 10" MASONRY

hMAX SPAN

13'-0"

11'-0"

4'-0" 16"

48"

48"

MASONRY BEAM SCHED.

REINF

2- #5

2- #6 T & B

2- #6 T & B

OPENING

BMAX SPAN

13'-0"

11'-0"

4'-0" 16"

40"

40"

MASONRY COLUMN SCHED.

2- #4

REINF(EA CELL)

2- #5

2- #5

f'm = 1500 PSI MASONRY

REINF. SPLICE LENGTHSCHEDULE

1'-4"

MASONRYBAR SIZE

#3

1'-9"#4

2'-8"#5

4'-6"#6

5'-3"#7

6'-0"#8

6'-9"#9

2

2

2

Scale

Date

Drawn By

Checked By

Project Number








01 PERMIT SET 11.23.2015

REVISIONS

ISSUANCES





02 12.15.2015GMP


3/4" = 1'-0"

5/1

3/2

016 1

1:5

1:4

5 A

M

S701

Typical MasonryDetails

Keesee Tract

VL

CCW

05.13.2016

2015.172

10801 S. IH35Austin, TX 78748


multifamily development mechanical & electrical - second floor - section d me308 mechanical...

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