structural100 submittal.pdf

Interior INT

COL Column

DIA or Ø

CONC

CONST

CONTR

(E) or EXIST

DTL(S)

DWG(S)

DWL(S)

EMBED

EQ SP

EQUIP

EXP ANCH

EXP

EXT

E-W

EW

EE

EF

EJ

EL

ELEV

EN

ENGR

EQ

ES

DIAG

EA

EC

DIM

DL

DN

DO

DP

DT

d

DAS

DBL

CONN

CONT

CSJ

CTR(D)

Epoxy Coated

UNO

VERT

VIF

TYP

TRANS

TOW

TOS

TOPG

TOM

TOF

ULT

WxH

WT

WP

WF

WD

W/ W/O

WWR

Non-Shrink or Near Side NS N-S

NWC

NTS

NOM

NO or #

NIC

Exterior Expansion Expansion Anchor East-West Each Way

North-South

Number Nominal Not To Scale

Not in Contract

Normal Weight Concrete

MEP

MTL

MNFR

mm

MISC

MIN

MECH

MCJ

MO

ML

N

NM

Equal

Embedded Elevator Elevation Expansion Joint Each Face Each End

Each Side Equipment Equally Spaced

Engineer Edge Nail

Mech/Elect/Plumb

Millimeter Manufacturer Masonry Opening Metal

Minimum Miscellaneous Micro-Lam

Mechanical Masonry Control Joint

North Non-Metallic

Width x Height

Waterproofing Weight

Working Point or Wide Flange Width or Wood With Without

Welded Wire Reinforcement

Top of Footing Top of Masonry Topping Top of Steel Top of Wall Transverse Typical

Ultimate Unless Noted Otherwise

Verify in Field Vertical

SS

SPRT

SP

SPECS

S

(S)

SC

SCHED

SECT

SIM

SLH

SLV

SP @

TOC

T.O.

TL

THK

SYM

SW

STR

STL

STIFF

STD

T&B T

Diagonal

LT WT

MATL

MAS

MACH RM

MACH

LLH

LONG

LOC(S)

LLV

LSL

MAX

LT

Each

Ditto Down

Existing

Dowel(s) Drawing(s) Detail(s) Precast Double Tee Drilled Pier or Deep

Dead Load Dimension

Lightweight

Light

Machine Machine Room Masonry Material

Long Leg Horizontal

Longitudinal Location(s) or Locate Long Leg Vertical

Laminated Strand Lumber

Maximum

LVL

JST

LB(S)

L or LG

Construction Joint LB

LL

IT

JT

k

Double

Penny

Center(ed)

Deformed Anchor Stud

Diameter

Concrete Connection Construction Continue or Continuous Contractor

Lumber

Precast L-Shaped Beam

Level or Laminated Veneer

Live Load

Joist Joint

Pound(s) Length

Precast Inverted Tee Beam

Kip

Thick or Thickness Total Load Top of Top of Concrete

Top

Symmetrical Shearwall Structural Steel Stiffener Standard

Top & Bottom

Space At

Short Leg Horizontal

South

Short Leg Vertical

Slip Critical Salvaged

Schedule Section Similar

Stainless Steel Support Specifications Space(s)

ADDNL

BOT or B

APPROX

BRG

CC

CG

CIP

CJ

CJP

CL

CLG

CLR

CMU

BSMT

BTWN

BO

BAL

BD

BLDG

BLKG

BM

BN

BOS

APA

ARCH

AB

AFF

ALT

ALUM

OVS

PRELIM

PSI

PSF

PS

PREFAB

PLF

PL

PERP

PEN

PC

PAF

REQD

REQT(S)

RO

ROF

RAD or R

RB

RC

RE: or REF

REINF

QTY

PT

Bearing

HVAC

I.F.

HDAR

HAS or HDAS

HDG

HORIZ

HT

ID

IN

HD

HK

Ceiling Clear

Complete Joint Penetration

Center to Center Center of Gravity Cast-In-Place Control Joint

Centerline

Concrete Masonry Unit

Basement Between

Height

Inside Diameter Inside Face

Heating-Ventilating and A/C

Inch

Headed or Holdown Headed Anchor Rod

Headed Anchor Stud Hot Dipped Galvanized Hook Horizontal

GR BM

GALV

FTG

FRAM

GR

GL

GA

FV

FT

FS

FP

Board

Beam

Architect or Architectural

American Plywood Association

Balance

Building Blocking

Boundary Nail Bottom of Bottom Bottom of Steel

Approximate

Foot or Feet

Gage or Gauge Galvanized Glu-lam Grade or Grind Grade Beam

Footing Field Verify

Far Side Framing or Fire Proofing Full Penetration

Pressure Treated

Required

Random Oriented Fiber Rough Opening Requirement(s)

Reinforce(ing)(d)(ment) Refer to (Reference)

Precast Rectangular Beam Reinforced Concrete

Radius

Quantity

Oversized

Pounds Per Lineal Foot

Power Actuated Fastener

Prefabricated

Plate (Steel) Perpendicular Penetration Precast

Pounds Per Square Inch Pounds Per Square Foot Prestressed Preliminary

OPNG

OPP

O.F.

OC

OAE

OD

OH

FND

FLR

FLG

FIN

FAB

FO

FF At Per

Aluminum Alternate Above Finished Floor Additional Anchor Bolt Finish(ed)

Fabricate Finished Floor

Flange Floor Foundation Face Of

Opening Opposite

Or Approved Equivalent On Center

Outside Face Outside Diameter

Opposite Hand

Coordinate COORD SOG Slab on Grade

Return RET

LCE Compression Embedment LCS Compression Lap Splice LDH Hook Development Length

LTE Tension Embedment LTS Tension Lap Splice Length

MLS Masonry Lap Splice

MBS Metal Building Supplier

BG Backgouge

EOS Edge of Slab

BL Brick Ledge

T/ Top of

B/ Bottom of

Light Weight Concrete LWC

EOR Engineer-of-Record

DESCRIPTIONSYMBOL

PENETRATION THRU

STRUCTURAL MEMBER

SLOPE

STEP

ELEVATION SYMBOL

KEY NOTE

DRAWING REVISION NUMBER

CURRENT REVISION CLOUD

SUBGRADE

STRUCTURAL MASONRY WALL

OVERFRAMING STRUCTURE

BUILDING SECTION

OR DETAIL CUT

96'-4"

NEW GRID LINES

T/FOOTING ELEVATION

ON SHEET DRAWN

X

XX

X

WELDED-WIRE REINFORCEMENT

CONTROL JOINT

SERVICE LOAD PROVIDED

FOR SPECIALTY DESIGNER

CAST-IN-PLACE CONCRETE

(ON PLAN)

FORM SAVER

100% SUBMITTAL

R-3

AP

ED ERUT

OTNEMTR LUCIRGAF

Reviewed

Checked

Design

Drawn Sheet TitleForest

Project Name Scale Sheet

SOUTHWESTERN REGION

FOREST SERVICE

U.S. DEPARTMENT OF AGRICULTURE

C. Phillips, D. Hall, J. Frank

P. Doak

JF, DH, KG

2/24/10

CARSON

CAMINO REAL DISTRICT OFFICE

LEGEND & ABBREVIATIONS

S1

SYMBOLS LEGENDABBREVIATIONS

SHEET INDEX

S1 LEGEND & ABBREVIATIONS

S2 NOTES

S3 NOTES

S4 NOTES

S5 NOTES

S6 FOUNDATION PLAN

S7 FLOOR PLAN

S8 ROOF PLAN

S9 PARTIAL PLAN

S10 TYP FOUNDATION DETAILS

S11 DETAILS

S12 DETAILS

S13 TYP MASONRY DETAILS

S14 TRUSS DETAILS

S15 TYP WOOD FRAMING DETAILS

S16 TYP WOOD FRAMING DETAILS

S17 WOOD FRAMING DETAILS

S18 WOOD FRAMING DETAILS

S19 WOOD FRAMING DETAILS

S20 WOOD FRAMING DETAILS

S21 WOOD FRAMING DETAILS

AS NOTED

DESIGN CRITERIA

1. CODES AND STANDARDS:

1A. GENERAL DESIGN

- INTERNATIONAL BUILDING CODE 2009

1B. LOADS

- ASCE/SEI 7-05 ƒMINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURESƒ

1C. CONCRETE

- ACI 301-05 ƒSPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGSƒ

- ACI 318-08 ƒBUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETEƒ

1D. MASONRY

- ACI 530-08/ASCE 5-08: ƒBUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURESƒ

- ACI 530.1-08/ASCE 6-08: ƒSPECIFICATION FOR MASONRY STRUCTURESƒ

1E. STEEL

- ANSI/AISC 360-05: ƒSPECIFICATION FOR STRUCTURAL STEEL BUILDINGSƒ

2. SEISMIC LOADS

- SEISMIC DESIGN CATEGORY = B

- OCCUPANCY CATEGORY = II

- EARTHQUAKE IMPORTANCE FACTOR, Ie = 1.0

- MAPPED SPECTRAL RESPONSE ACCELERATION, Ss= 0.370

- MAPPED SPECTRAL RESPONSE ACCELERATION, S1= 0.121

- DESIGN SPECTRAL RESPONSE COEFFICIENT, SDs = 0.296

- DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.135

- SOIL SITE CLASS = C

- BASIC STRUCTURAL SYSTEM: WOOD FRAME BEARING WALLS

- STRUCTURAL SEISMIC LATERAL SYSTEM: WOOD FRAME BEARING

WALLS, STRUCTURAL INSULATED PANELS

- RESPONSE MODIFICATION FACTOR, R = 2.0

- SEISMIC RESPONSE COEFFICIENT, Cs= 0.148

- SYSTEM OVERSTRENGTH FACTOR, OMEGA = 2.0

- DESIGN BASE SHEAR EAST-WEST DIRECTION = 66 KIPS

- DESIGN BASE SHEAR NORTH-SOUTH DIRECTION = 66 KIPS

- SEISMIC ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

PROCEDURE

3. WIND LOADS

- OCCUPANCY CATEGORY = II

- WIND IMPORTANCE FACTOR, Iw = 1.0

- BASIC WIND SPEED = 90 MPH

- EXPOSURE CATEGORY = C

- INTERNAL PRESSURE COEFFICIENT, GCpi = +/- 0.18

4. DESIGN WIND PRESSURE FOR COMPONENTS AND CLADDING AND

ELEMENTS DESIGNED BY THE CONTRACTOR

- PRESSURES LISTED BELOW ARE BASED ON 10 SF EFFECTIVE WIND

AREA. FINAL CALCULATIONS TO BE COMPLETED BY CONTRACTOR

- SEE ƒWALL CORNER AND SPECIAL ROOF ZONES DIAGRAMƒ

- TYPICAL WALL AREA INWARD PRESSURE = 19 PSF

- TYPICAL WALL AREA OUTWARD PRESSURE = 21 PSF

- WALL CORNERS(OUTWARD) = 25 PSF

- TYPICAL ROOF AREA (INWARD) = 11 PSF

- TYPICAL ROOF AREA (OUTWARD) = 18 PSF

- ROOF RIDGES, CORNERS AND EDGES (OUTWARD) = 30 PSF

- ROOF CORNERS (OUTWARD) = 45 PSF

- ROOF OVERHANGS (OUTWARD) = 59 PSF

5. LATERAL LOAD RESISTING SYSTEM DESCRIPTION:

- STRUCTURAL INSULATED PANEL BEARING WALLS

6. GRAVITY LOADS

6A. SEE GRAVITY LOADS TABLE

7B. DRIFTING, SLIDING AND UNBALANCED SNOW

- GROUND SNOW LOAD = 40 PSF

- SNOW EXPOSURE FACTOR Ce = 1.0

- SNOW LOAD IMPORTANCE FACTOR Is = 1.0

- TYPICAL THERMAL FACTOR Ct = 1.0

- OVERHANGS THERMAL FACTOR Ct = 1.0

- FLAT ROOF SNOW LOAD Pf = 40 PSF

GRAVITY LOADS TABLE

LOCATION

SUPERIMPOSED

DEAD LOAD

(PSF)

LIVE LOAD

(PSF)

LIVE LOAD

REDUCTION

PARTITION

LOAD

(PSF)

POINT

LOAD (LB)

ROOF 16 (INCLUDES

6 ROOFING

LOAD)

40 MIN

UNIFORM

LOAD, SEE

NOTE 7B

FOR SNOW

LOADS

No NA NA

LOBBIES,

FIRST

FLOOR

CORRIDORS

& STAIRS

5 100 No NA 2000

OFFICE 5 50 Yes 15 NR 2000

100% SUBMITTAL

R-3

AP

ED ERUT

OTNEMTR LUCIRGAF

Reviewed

Checked

Design

Drawn Sheet TitleForest

Project Name Scale Sheet

SOUTHWESTERN REGION

FOREST SERVICE

U.S. DEPARTMENT OF AGRICULTURE

C. Phillips, D. Hall, J. Frank

P. Doak

JF, DH, KG

2/24/10

CARSON

CAMINO REAL DISTRICT OFFICE

NOTES

S2

1. SPECIAL INSPECTION:

1A. SPECIAL INSPECTION SHALL BE PROVIDED PER IBC 2009

SECTION 110 AND CHAPTER 17. THE LIST BELOW IS A SUMMARY

OF REQUIRED INSPECTIONS.

1B. SOILS:

- SUBGRADE AND FILL BENEATH FOOTINGS AND SLABS-ON-GRADE

AND WALL BACKFILL

1C. CONCRETE:

- STRUCTURAL CONCRETE

- INSTALLATION OF EMBEDDED BOLTS AND PLATES SUPPORTING

STRUCTURE

- REINFORCING STEEL PLACEMENT

- FIELD BENDING OF REINFORCING STEEL

- REINFORCING COUPLERS

- ANCHORED REBAR INTO HARDENED CONCRETE

- WELDING OF REINFORCING

1D. STRUCTURAL MASONRY:

- MASONRY UNIT PLACEMENT

- REINFORCING PLACEMENT

- GROUT SPACE INSPECTION AND CLEANOUTS

- EMBEDDED PLATES AND ANCHORS

- GROUT AND MORTAR MIXING

- GROUTING

1E. WOOD:

- HOLDOWN ANCHORS/STRAP TIES

- SHEAR WALL/DIAPHRAGM FASTENING

- METAL CONNECTORS

SPECIAL INSPECTION NOTES

100% SUBMITTAL

R-3

AP

ED ERUT

OTNEMTR LUCIRGAF

Reviewed

Checked

Design

Drawn Sheet TitleForest

Project Name Scale Sheet

SOUTHWESTERN REGION

FOREST SERVICE

U.S. DEPARTMENT OF AGRICULTURE

C. Phillips, D. Hall, J. Frank

P. Doak

JF, DH, KG

2/24/10

CARSON

CAMINO REAL DISTRICT OFFICE

NOTES

S3

1. GENERAL:

1A. ENGINEER: REFERENCES ON THE STRUCTURAL DRAWINGS TO

ƒENGINEERƒMEAN THE STRUCTURAL ENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS CONTRACTOR'S ENGINEERƒ, MECHANICAL ENGINEERƒ, ETC.

1B. THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH

SHALL BE REFERENCED FOR ADDITIONAL REQUIREMENTS.

1C. UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES AND

NOTIFY CONTRACTING OFFICER OF EXISTING UTILITIES OR

SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK.

1D. STRUCTURAL ELEMENTS ARE CENTERED ON GRID LINES AND

GRID LINE INTERSECTIONS UNLESS DIMENSIONED OTHERWISE.

2. EXISTING STRUCTURES:

2A. CONTRACT DOCUMENTS HAVE BEEN PREPARED USING

AVAILABLE DRAWINGS AND SITE OBSERVATION AS PERMITTED BY

ACCESS RESTRICTIONS DURING DESIGN.

2B. DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER

EXISTING CONDITIONS WHICH ARE NOT NOW KNOWN OR ARE AT

VARIANCE WITH PROJECT DOCUMENTATION. CONTRACTOR SHALL

NOTIFY THE CONTRACTING OFFICER OF ALL CONDITIONS NOT PER

THE CONTRACT DOCUMENTS. EXAMPLES INCLUDE:

- SIZES OR DIMENSIONS OTHER THAN THOSE SHOWN

- DAMAGE OR DETERIORATION TO MATERIALS AND COMPONENTS

- CONDITIONS OF INSTABILITY OR LACK OF SUPPORT

- ITEMS NOTED AS EXISTING ON THE DRAWINGS BUT NOT FOUND

IN THE FIELD

2C. PREPARE DIMENSIONAL DRAWINGS OF ALL DISCOVERED ITEMS.

2D. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING STRUCTURAL

CONDITIONS PRIOR TO SUBMITTING SHOP DRAWINGS.

2E. SUBMIT A DIMENSIONED DRAWING OF ALL NEW OPENINGS

THROUGH EXISTING STRUCTURE AND SECURE APPROVAL PRIOR TO

CUTTING. DRAWING SHALL SHOW VERTICAL & HORIZONTAL

LOCATION AND SIZE OF PROPOSED OPENING.

3. USE OF DRAWINGS:

3A. DO NOT SCALE DRAWINGS.

3B. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS,

GENERAL NOTES AND SPECIFICATIONS, THE MORE STRINGENT

REQUIREMENTS SHALL GOVERN. DETAILS ON DRAWINGS TAKE

PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.

DETAILS NOTED TYPICAL APPLY TO ALL SIMILAR CONDITIONS.

WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL

CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT.

4. TEMPORARY CONDITIONS:

4A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON

COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR

FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT

MAY BE REQUIRED AS THE RESULT OF THE CONTRACTORƒS

CONSTRUCTION METHODS AND/OR SEQUENCES. REFER TO

ƒLATERAL LOAD RESISTING SYSTEM DESCRIPTIONƒ IN DESIGN

CRITERIA FOR ADDITIONAL INFORMATION.

4B. FOUNDATION WALLS SHALL BE BACKFILLED BEFORE THE

FLOORS ARE IN-PLACE AND REACH FULL STRENGTH. GRADE

BEAMS SHALL BE BACKFILLED EVENLY ON BOTH SIDES.

5. SUBMITTALS AND SUBSTITUTIONS:

5A. SUBMITTALS: REFER TO SPECIFICATIONS FOR DETAILED

REQUIREMENTS.

- IF THE CONTRACTOR REQUESTS A CHANGE FROM THE

STRUCTURAL DRAWINGS, IT SHALL BE APPROVED BY THE

CONTRACTING OFFICER PRIOR TO SUBMITTING SHOP DRAWINGS.

VARIATION SHALL BE INDICATED ON THE SHOP DRAWINGS.

- CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR

USE IN SUBMITTALS

5. SUBMITTALS AND SUBSTITUTIONS con't:

- ALL SHOP DRAWINGS SHALL REFERENCE THE STRUCTURAL

DRAWING NUMBER AND DETAIL USED TO PREPARE THE

SUBMITTAL

- SUBMIT A STATEMENT OF RESPONSIBILITY FOR THE

CONSTRUCTION THE LATERAL LOAD RESISTING SYSTEM

IDENTIFIED IN THE DESIGN CRITERIA IN ACCORDANCE WITH

IBC SECTION 1705

5B. SUBSTITUTIONS: CONTRACTING OFFICER'S APPROVAL

SHALL BE SECURED FOR ALL SUBSTITUTIONS

5C. NONCONFORMANCE: NOTIFY CONTRACTING OFFICER OF

CONDITIONS NOT CONSTRUCTED PER THE CONTRACT

DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK.

SUBMIT PROPOSED REPAIR TO THE CONTRACTING OFFICER

FOR ACCEPTANCE.

6. OSHA STANDARDS:

6A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT

UPON COMPLETION. NOTHING SHOWN ON THE STRUCTURAL

DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED

FOR THE CONTRACTOR TO COMPLY WITH ALL OSHA

REQUIREMENTS.

6B. WHERE THE STRUCTURAL DRAWINGS APPEAR TO CONFLICT

WITH OSHA REQUIREMENTS, THE STRUCTURAL DRAWINGS

REPRESENT FINAL CONDITIONS ONLY. THE CONTRACTOR SHALL

ADD ALL ERECTION BRACING AND FRAMING NECESSARY TO

COMPLY WITH OSHA.

7. CONSTRUCTION ENGINEERING:

7A. THE STRUCTURE DEFINED ON THE CONTRACT DOCUMENTS

HAS BEEN DESIGNED ONLY FOR LOADS ANTICIPATED ON THE

STRUCTURE DURING ITS SERVICE LIFE. PROVIDE ALL

REQUIRED ENGINEERING AND OTHER MEASURES TO ACHIEVE

THE MEANS, METHODS, AND SEQUENCES OF WORK. SUCH

ENGINEERING MAY INCLUDE, BUT IS NOT LIMITED TO:

- LAYOUT

- DESIGN FOR FORMWORK, SHORING, AND RESHORING

- DESIGN OF CONCRETE MIXES

- ERECTION PROCEDURES WHICH ADDRESS STABILITY OF THE

BUILDING AND IT'S COMPONENTS

- WELD PROCEDURES

- DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND,

SEISMIC, OR SOIL LOADS

- SURVEYING TO VERIFY CONSTRUCTION TOLERANCES

- EVALUATION OF TEMPORARY CONSTRUCTION LOADS ON

STRUCTURE DUE TO EQUIPMENT AND MATERIALS

- STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS

NOT IDENTIFIED ON DESIGN DRAWINGS

8. COORDINATION:

8A. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE

DOCUMENTS AND ARE INTENDED TO BE USED IN

CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL,

ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE

CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE

CONTRACT DOCUMENTS INTO SHOP DRAWINGS AND WORK.

8B. COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS,

DEPRESSIONS, ETC., WITH ARCHITECTURAL DRAWINGS,

DRAWINGS FROM OTHER DISCIPLINES, AND FIELD CONDITIONS

PRIOR TO SHOP DRAWING SUBMITTAL.

9. DEFERRED SUBMITTALS:

9A. THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN

WILL NOT BE SUBMITTED AT THE TIME OF PERMIT

APPLICATION. WHEN RECEIVED AND REVIEWED, THESE

DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE

BUILDING OFFICIAL BY THE CONTRACTOR:

- METAL PLATE CONNECTED WOOD TRUSSES

- STRUCTURAL INSULATED PANELS (SIPS)

1. DESIGN CRITERIA:

1A. THE GEOTECHNICAL REPORT PREPARED BY JOSEPH A.

CESARE AND ASSOCIATES, INC., NUMBER D10.029, DATED

2.11.2010, PROVIDED CRITERIA FOR THE FOUNDATION DESIGN FOR

THE PROJECT. ALL RECOMMENDATIONS IN THE SOILS REPORT

SHALL BE FOLLOWED

2. FOOTINGS:

- MAXIMUM TOTAL LOAD SOIL BEARING PRESSURE = 3000 PSF.

ALL FOOTINGS SHALL BEAR ON NATIVE SOILS (NOT FILL)

- ULTIMATE COEFFICIENT OF FRICTION TO RESIST LATERAL LOADS

= 0.50

3. FOUNDATION WALLS:

3A. EQUIVALENT FLUID PRESSURES USED FOR WALL DESIGN:

- ƒACTIVEƒ CONDITION = 50 PCF

- ƒAT RESTƒ CONDITION = 65 PCF

- ƒPASSIVEƒ CONDITION = 260 PCF

3B. WALL DESIGN BASED ON ON-SITE GRANULAR BACKFILL

ADJACENT TO FOUNDATION WALLS. SEE GEOTECHNICAL REPORT

FOR REQUIREMENTS.

3C. PROVIDE A PERIMETER DRAIN AS RECOMMENDED AND

DEFINED IN THE SOILS REPORT.

1. GENERAL:

1A. ALL WORK SHALL CONFORM WITH ACI 301, LATEST

EDITION, UNLESS NOTED OTHERWISE IN DRAWINGS OR

PROJECT SPECIFICATIONS.

1B. DETAIL BARS IN ACCORDANCE WITH THE LATEST

EDITIONS OF PUBLICATION SP-66: ƒACI DETAILING MANUALƒ

WITH ADDED REQUIREMENTS OF THE PROJECT SPECIFICATION

AND ACI 318: ƒBUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.ƒ

2. REINFORCING MATERIALS:

2A. SEE ƒREINFORCING MATERIALS TABLEƒ

3. REINFORCING FABRICATION:

3A. SPLICES:

- NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS

NOTED ON DRAWINGS. MAKE BARS CONTINUOUS AROUND

CORNERS. WHERE PERMITTED, SPLICES MAY BE MADE BY

CONTACT LAPS OR MECHANICAL CONNECTORS.

- SEE ƒLAP SPLICE SCHEDULEƒ FOR LAP LENGTHS.

3B. MISCELLANEOUS REINFORCING REQUIREMENTS:

- PROVIDE ADDITIONAL BARS OR STIRRUPS REQUIRED TO

SECURE REINFORCING IN PLACE DURING CONCRETE

PLACEMENT.

- MAKE ALL REINFORCING BAR BENDS IN THE

FABRICATORƒS SHOP UNLESS NOTED.

- NO WELDING OF REINFORCING PERMITTED.

- PROVIDE ADDED REINFORCING TO TRIM ALL OPENINGS,

NOTCHES, AND REENTRANT CORNERS AS NOTED IN TYPICAL

DETAILS.

4. STRUCTURAL CONCRETE MIX REQUIREMENTS:

4A. SEE ƒCONCRETE MIX TABLEƒ

5. SLAB-ON-GRADE:

5A. VERIFY ALKALINITY OF CONCRETE SURFACE, SLAB

VAPOR TRANSMISSION, AND SLAB FLATNESS/LEVELNESS ARE

COMPATIBLE WITH FLOORING SYSTEM AND ADHESIVES PRIOR

TO INSTALLING FLOORING.

5B. TAKE PRECAUTIONS TO MINIMIZE SLAB CURLING. GRIND

SLAB OR USE LEVELING COMPOUND IF FLOOR FLATNESS AND

LEVELNESS VALUES ARE NOT ACCEPTABLE TO THE

CONTRACTING OFFICER.

6. NON-SHRINK GROUT:

6A. CONFORM TO ASTM C1107, GRADES B, OR C.

6B. ACHIEVE 6000 PSI COMPRESSIVE STRENGTH AT 28

DAYS.

7. PLACING REINFORCEMENT:

7A. REINFORCEMENT PROTECTION:

- SEE ƒCONCRETE COVER TABLEƒ

- SEE ACI 318-05 7.5 FOR REINFORCEMENT PLACING

TOLERANCES AND ACI 117 FOR ADDITIONAL REQUIREMENTS

7B. PROVIDE ACCESSORIES NECESSARY TO PROPERLY

SUPPORT REINFORCING AND WELDED WIRE FABRIC AT

POSITIONS SHOWN ON PLANS. ALL REINFORCING, DOWELS,

BOLTS, AND EMBEDDED PLATES SHALL BE SET AND TIED IN

PLACE BEFORE THE CONCRETE IS POURED. ƒSTABBINGƒ

INTO PREVIOUSLY PLACED CONCRETE IS NOT PERMITTED.

GENERAL NOTES FOUNDATION NOTES CONCRETE NOTES

AP

ED ERUT

OTNEMTR LUCIRGAF

Reviewed

Checked

Design

Drawn Sheet TitleForest

Project Name Scale Sheet

SOUTHWESTERN REGION

FOREST SERVICE

U.S. DEPARTMENT OF AGRICULTURE

C. Phillips, D. Hall, J. Frank

P. Doak

JF, DH, KG

2/24/10

CARSON

CAMINO REAL DISTRICT OFFICE

NOTES

S4

1. DEFINITIONS:

1A. STRUCTURAL MASONRY IS DEFINED AS BEING EITHER LOAD

BEARING AND/OR SERVING AS PART OF THE LATERAL LOAD

RESISTING SYSTEM. STRUCTURAL MASONRY IS SHOWN ON THE

STRUCTURAL PLANS AND DEFINED IN SCHEDULES AND DETAILS

ON THE STRUCTURAL DRAWINGS.

2. DESIGN STRENGTH:

2A. DEVELOP 1500 PSI COMPRESSIVE STRENGTH (f'm) IN 28

DAYS.

2B. STEEL REINFORCING:

- PRIMARY REINFORCING: ASTM A615, 60 KSI

- HORIZONTAL JOINT REINFORCING: ASTM A82, PREFABRICATED,

LADDER TYPE

2C. MORTAR, ASTM C270:

- CONFORM WITH PROPORTION SPECIFICATION, USE TYPE S

MORTAR.

2D. CONCRETE MASONRY UNITS, ASTM C90:

- PROVIDE LIGHT WEIGHT UNITS, 8"x8"x16" NOMINAL. PROVIDE

BOND BEAM UNITS FOR ALL UNITS WITH HORIZONTAL

REINFORCING.

- UNITS SHALL DEVELOP 1900 PSI STRENGTH ON THE NET

AREA

2E. GROUT, ASTM C476:

- PROVIDE NORMAL WEIGHT GROUT WITH 3/8" MAX AGGREGATE.

- PROVIDE A SLUMP OF 9 TO 11"

- PROVIDE GROUT 28 DAY STRENGTH NOT LESS THAN 2000 PSI

3. SPLICES:

3A. SEE MASONRY LAP SPLICE SCHEDULE FOR LAP LENGTHS

4. INSTALLATION REQUIREMENTS:

GROUT SOLID ALL CELLS CONTAINING REINFORCING, EMBEDDED

ITEMS, AND ALL OTHER CELLS NOTED ON THE CONTRACT

DOCUMENTS.

5. SUBMITTALS:

5A. SUBMIT BLOCK, MORTAR AND GROUT DEMONSTRATING

STRENGTH AND PERFORMANCE TO SPECIFICATION.

5B. SUBMIT REBAR PLACING DRAWINGS FOR ALL REBAR IN

MASONRY.

CONCRETE MIX TABLE NOTES:

a. FOR THE MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE

THE FOLLOWING AGGREGATE SIZE NUMBERS PER ASTM C33:

3/4ƒ: #67 AGGREGATE 1ƒ: #57 AGGREGATE

b. TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR +/- 1 1/2%. ƒNP IN COLUMN INDICATES

ADDITION OF ENTRAINED AIR IS NOT PERMITTED.

c. ABBREVIATIONS FOR REQUIRED ADMIXTURES AS FOLLOWS:

AE = AIR-ENTRAINING ADMIXTURE. DO NOT USE ENTRAINED AIR

FOR STEEL TROWELED FINISHED FLOORS.

MRWRA = MID-RANGE WATER REDUCING ADMIXTURE.

d. ABBREVIATIONS FOR OTHER REQUIREMENTS AS FOLLOWS:

NOT USED

e. FOR CONCRETE PLACED BY PUMPING PROVIDE CONCRETE

MIX FLOWABILITY TO FACILITATE PUMPING.

MASONRY NOTESCONCRETE NOTES

CONCRETE MIX TABLE

C O N C

M

IX

TY

P E

INTENDED USE 2

D A Y

S

TR

E N G

TH

f' c

(K S I)

C O N C R E

TE

W E

IG

H T

M A X

W C

R A

TI

O

IN

C

LU

D

IN

G

F

LY

A S H

M

IN

C E M E N T M A

TE

R

IA

L C Y

IN

C

LU

D

IN

G

F

LY

A S H

M A X

A G G R E G A

TE

S

IZ

E

(I N

N O

TE

a

S

LU

M P

LI

M

IT

S

(I N

TO

LE

R A N C E

TO

TA

L A

IR

C O N

TE

N T

N O

TE

b

C E M E N T

TY

P E

R E Q U

IR

E D

A D M

IX

TU

R E S N O

TE

c

O

TH

E R

R E Q U

IR

E M E N

TS

N O

TE

d

1 FOOTINGS,

EXTERIOR

SLABS-ON-GRADE

3.5 NWC -- 470 1 4 -- I/II -- --

2 ALL OTHER

CONCRETE

5 NWC 0.40 564 3/4 6 6 I/II AE,

MRWRA

con't:

9. MEP AND OTHER OPENINGS AND EMBEDMENTS:

9A. REFER TO TYPICAL DETAILS FOR SPACING LIMITS ON

SLEEVES AND FOR REQUIREMENTS FOR EMBEDDED CONDUIT AND

PIPE.

10. SUBMIT CONCRETE MIX DESIGNS FOR APPROVAL

REINFORCING MATERIAL TABLE

REINF ELEMENT ASTM Fy (KSI) Fu (KSI) COMMENTS

TYP REINFORCING A615 60 90 --

CONCRETE COVER

CASE COVER (IN)

CONCRETE PLACED AGAINST EARTH 3

CONCRETE PLACED IN FORMS, EXPOSED TO WEATHER

OR EARTH

STEEL NOTES

1. CONNECTIONS:

1A. NOT USED

2. WELDING REQUIREMENTS:

2A. WELDERS: HAVE IN POSSESSION CURRENT EVIDENCE OF

PASSING THE APPROPRIATE A.W.S. QUALIFICATION TESTS.

2B. MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN

3/16ƒ FILLET, CONTINUOUS UNLESS OTHERWISE NOTED.

2C. WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS

ARE THE NET EFFECTIVE REQUIRED. INCREASE WELD SIZE IF

GAPS EXIST AT THE FAYING SURFACE.

2D. WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER

SIZE IS REQUIRED BY ANSI/AISC 360-05 TABLES J2.3 AND

J2.4.

3. METAL DECK:

3A. SLAB SHALL BE 7 1/2" THICK MINIMUM (INCLUDING

METAL DECK) NORMAL WEIGHT CONCRETE.

3B. REINFORCE SLAB WITH 6x6 W4.0xW4.0 EC WWF CENTERED

IN SLAB.

3C. DECK SHALL BE VULCRAFT OR EQUIVALENT 3" VLJ 20

GAUGE (MIN) DECK, G90. PROVIDE HEAVIER DECK IF REQUIRED

TO SUPPORT CONSTRUCTION LOAD AND WET WEIGHT OF

CONCRETE.

3D. DECK DESIGN IN ACCORDANCE WITH STEEL DECK

INSTITUTE (SDI) PUBLICATION NO. 31 AND DIAPHRAGM DESIGN

MANUAL, LATEST EDITIONS.

3E. PLACE CONCRETE ON METAL DECK ACCORDANCE WITH SDI

PUBLICATION NO. 31 TO LIMIT CONSTRUCTION LOADS TO

ALLOWABLE MAGNITUDES

3F. MINIMUM DIAPHRAGM SHEAR CAPACITY SHALL BE 400 PLF.

DECK ATTACHMENTS TO BE AS FOLLOWS; ATTACH DECK TO

SUPPORTING MEMBERS WITH 5/8 INCH DIAMETER PUDDLE

WELDS 4 PER 36 INCH WIDE DECK. ATTACH DECK TO EDGE

ANGLES AND MEMBERS PARALLEL TO CORRUGATIONS WITH 5/8

INCH DIAMETER PUDDLE WELDS AT 12" OC. CONNECT DECK

SIDELAPS WITH 1-1/2 INCH ARC SEAM AT 12" OC.

STEEL MATERIAL TABLE

STEEL ELEMENT ASTM/TYPE

Fy

(KSI)

Fu

(KSI) COMMENTS

ADHESIVE (IN

CONCRETE)

HILTI HIT

RE-500 SD

-- -- SUBMIT CALCULATIONS FOR

SUBSTITUTIONS

ADHESIVE (IN

MASONRY)

HILTI HY

-- -- SUBMIT CALCULATIONS FOR

SUBSTITUTIONS

ADHESIVE

ANCHORS

A193 B7 -- 125 THREADED ROD

ANCHOR RODS F1554 GR

36 58 WELDABLE, HEAVY HEX

HEADED

DAS A496 70 80 --

EXPANSION

ANCHORS (IN

CONCRETE)

HILTI KWIK

BOLT TZ

-- -- SUBMIT CALCULATIONS FOR

SUBSTITUTIONS

EXPANSION

ANCHORS (IN

MASONRY)

HILTI KWIK

BOLT 3

-- -- SUBMIT CALCULATIONS FOR

SUBSTITUTIONS

HAS A108 51 65 STUDS ARE 3/4"Ø UNO

METAL DECK ASTM

A653/A653M 40 G90

OTHER SHAPES A36 36 58 --

PLATES A36 36 58 --

SCREW ANCHORS SIMPSON

TITEN HD

-- -- SUBMIT CALCULATIONS FOR

SUBSTITUTIONS

WELDING

ELECTRODES

E70 -- -- PER AWS

WF, WT A992 50 65 --

METAL GAGE CONVERSION

GAUGE

MINIMUM THICKNESS

(MILS)

12 97 14 68 16 54 18 43 20 33 22 27

AP

ED ERUT

OTNEMTR LUCIRGAF

Reviewed

Checked

Design

Drawn Sheet TitleForest

Project Name Scale Sheet

SOUTHWESTERN REGION

FOREST SERVICE

U.S. DEPARTMENT OF AGRICULTURE

C. Phillips, D. Hall, J. Frank

P. Doak

JF, DH, KG

2/24/10

CARSON

CAMINO REAL DISTRICT OFFICE

NOTES

S5

1. LAMINATED MEMBER SIZES:

1A. (LVL, PSL, LSL, GLU-LAM), AND OTHER FABRICATED MEMBERS

SIZES SHOWN ARE NET. OTHER MEMBER SIZES ARE NOMINAL.

2. FRAMING LUMBER:

2A. DRY (19% MAXIMUM MOISTURE CONTENT AT THE TIME OF

INSTALLATION), DOUGLAS FIR-LARCH WITH MINIMUM DESIGN VALUES

BASED ON THE 2005 NDS. SEE ƒFRAMING LUMBER TABLEƒ FOR

MINIMUM GRADES.

2B. BEAMS AND STRINGERS USED WITH CANTILEVERS OR

CONTINUOUS SPANS SHALL BE GRADED TO PROVIDE THE

SPECIFIED ALLOWABLE STRESSES OVER THE ENTIRE MEMBER

LENGTH.

3. FABRICATED LUMBER:

3A. FABRICATED LUMBER DESIGNATIONS ARE THOSE

MANUFACTURED BY RED BUILT.

3B. FABRICATED LUMBER IS DESIGNATED ON THE DRAWINGS AS

ONE OF THE FOLLOWING: RED BUILT JOISTS, MICROLLAM (LVL),

PARALLAM (PSL), TIMBERSTRAND (LSL) OR RIMBOARD.

3C. THE MANUFACTURER SHALL PROVIDE WEB STIFFENERS ON I-

JOISTS, END BLOCKING, BRIDGING, AND ERECTION BRACING AS

REQUIRED. SEE ƒDESIGN CRITERIAƒ FOR DESIGN DEAD AND LIVE

LOADS.

3D. FABRICATED LUMBER SHALL BE DRY.

3E. SEE ƒFABRICATED LUMBER TABLEƒ FOR MINIMUM PROPERTIES

(AT NORMAL LOAD DURATIONS).

3F. FABRICATED RIMBOARD SHALL BE LAMINATED STRAND LUMBER.

3G. SEE ƒRIMBOARD TABLEƒ FOR MINIMUM PROPERTIES.

4. GLUED LAMINATED MEMBERS:

4A. COMBINATION SYMBOL:

- SINGLE SPAN: 24F-V4

- MULTI- SPAN: 24F-V8

4B. MINIMUM DESIGN VALUES ARE BASED ON THE 2005 NDS.

5. SHEATHING (EITHER PLYWOOD OR OSB IS ACCEPTABLE):

5A. PLYWOOD:

- CONFORM TO U.S. DEPARTMENT OF COMMERCE STANDARD PS-1

AND APA PERFORMANCE STANDARD PRP-108, LATEST EDITIONS.

PROVIDE APA RATED SHEATHING, EXPOSURE 1

5B. ORIENTED STRAND BOARD (OSB)

- OSB WOOD STRUCTURAL PANELS SHALL BE APA RATED

SHEATHING CONFORMING TO U.S. DEPARTMENT OF COMMERCE

STANDARD PS-2 AND APA PERFORMANCE STANDARD PRP-108,

LATEST EDITIONS.

- PROVIDE APA RATED SHEATHING, EXPOSURE 1.

5C. ROOF AND FLOOR SHEATHING SHALL HAVE STRONG AXIS

PERPENDICULAR TO SUPPORTS.

- ROOF SHEATHING SHALL HAVE MINIMUM SPAN RATING OF 24/16

- FLOOR SHEATHING SHALL HAVE MINIMUM SPAN RATING OF

40/20

- WALL SHAETHING SHALL HAVE MINIMUM SPAN RATING OF 24/16

6. STRUCTURAL INSULATED PANELS (SIPS):

6A. SIPS SHALL BE THE THICKNESS SPECIFIED

6B. SIPS ARE THE LOAD-BEARING AND LATERAL LOAD RESISTING

SYSTEM FOR THE BUILDING. CONTRACTOR SHALL DESIGN THE SIPS

PANELS TO CARRY THE WOOD TRUSS REACTIONS, RESIST THE

OUT-OF-PLANE WIND LOADS SPECIFIED IN THE DESIGN CRITERIA,

SHEET S2 AND TO CARRY THE IN-PLANE SHEAR FORCES

SPECIFIED INTHE DETAILS.

7. METAL PLATE CONNECTED WOOD TRUSS BRACING:

7A. ALL PERMANENT BRACING DESIGN, LOCATIONS, AND DETAILS

SHALL BE SHOWN ON THE CALCULATIONS AND ERECTION

DRAWINGS PROVIDED BY THE CONTRACTOR. PROVIDE MINIMUM

BRACING SHOWN ON THE CONTRACT DOCUMENTS.

8. BLOCKING AND BRIDGING:

8A. PROVIDE 1ƒ X 4ƒ SIMPSON NC/NCA CROSS-BRIDGING AT 8ƒ O.C. MAXIMUM SPACING FOR ALL SOLID SAWN WOOD JOISTS

AND RAFTERS. PROVIDE FULL HEIGHT SOLID BLOCKING (MINIMUM

WIDTH TO MATCH WIDTH OF FRAMING) BETWEEN ALL FRAMING

MEMBERS (SOLID SAWN JOISTS AND RAFTERS, FABRICATED JOISTS

AND RAFTERS AND TRUSSES) AT SUPPORTS.

WOOD NOTES

FRAMING LUMBER TABLE

TYP OF USE GRADE Fb (PSI) Fv (PSI) E (KSI)

LOAD BEARING STUDS (AND

COLUMNS ASSEMBLED FROM

STUDS)

NO. 2 900 180 1600

FLOOR JOISTS NO. 2 900 180 1600

ROOF JOISTS & RAFTERS NO. 2 900 180 1600

BEAMS & STRINGERS NO. 1 1000 180 1700

POSTS & TIMBERS NO. 1 1000 180 1700

EXPOSED FRAMING NO. 1 1000 180 1700

DECKING SELECT

DX

1750 NA 1800

ALL OTHER NO. 1 1000 180 1700

REDLAM FABRICATED LUMBER TABLE 2

PRODUCT SIZE TYPE

Fb

(PSI)

Fv

(PSI)

Ft

(PSI)

E

(KSI) REMARKS

LAMINATED VENEER

BEAM (REDLAM LVL)

12 LVL 2900 285 1660 2000 1. SEE

PLAN FOR

SIZE

LAMINATED VENEER

BEAM (REDLAM LVL)

16 LVL 2790 285 1660 2000 1. SEE

PLAN FOR

SIZE

LAMINATED VENEER

BEAM (REDLAM LVL)

18 LVL 2740 285 1660 2000 1. SEE

PLAN FOR

SIZE

FABRICATED RIMBOARD TABLE

t (IN)

H (LB/FT),

d 24"

W (LB/FT), ALLOWABLE

VERTICAL LOAD

Z (LB), d 24"

P (LB), d 24"

1 1/8 180 4400 / 3000 350 3500

9. NAILING:

9A. UNLESS NOTED OTHERWISE ON THE DRAWINGS, PROVIDE

COMMON NAILS WITH SIZES SHOWN IN THE TABLE BELOW.

MINIMUM NAILING SHALL BE IN ACCORDANCE WITH IBC 2009

TABLE 2304.9.1.

10. WOOD SCREWS:

10A. WOOD SCREWS SHALL CONFORM TO THE DATA SHOWN IN

THE TABLE BELOW. REFER TO DETAILS FOR SCREW LENGTHS

11. METAL CONNECTORS:

11A. FRAMING CONNECTORS SHALL CONFORM TO IBC 2009

SECTION 1716.1 FRAMING CONNECTOR DESIGNATIONS ARE

THOSE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, SAN

LEANDRO, CALIFORNIA. OTHER MANUFACTURERƒS PRODUCTS

MAY BE USED IF APPROVED BY THE CONTRACTING OFFICER.

FURNISH NAILS AND/OR BOLTS OF DIAMETER, LENGTH, AND

NUMBER SPECIFIED BY THE MANUFACTURER FOR EACH

CONNECTOR.

10B. ALL CONNECTORS AND FASTENERS SHALL BE HOT DIPPED

GALVANIZED.

10C. ALL CONNECTOR HOLES SHALL BE FILLED WITH PROPER

NAILS/BOLTS INCLUDING OPTIONAL NAIL LOCATIONS FOR UPLIFT.

ALL BOLT HOLES SHALL BE DRILLED INTO FRAMING MEMBERS.

MAXIMUM HOLE DIAMETER IS 1/16ƒ LARGER THAN THE BOLT

DIAMETER. INSTALL ALL CONNECTORS IN ACCORDANCE WITH

MANUFACTURER'S RECOMMENDATIONS.

12. OPENINGS:

12A. OPENING, POCKETS, ETC., SHALL NOT BE PLACED IN

BEAMS, JOISTS, RAFTERS, STUDS, POSTS, COLUMNS, TIMBER

AND OTHER STRUCTURAL MEMBERS UNLESS DETAILED ON THE

STRUCTURAL DRAWINGS.

13. WOOD DECKING:

13A. STRUCTURAL WOOD DECKING SHALL BE SOLID SAWN

TONGUE AND GROOVE 2x6 NOMINAL (1 1/2x5 3/8) ACTUAL

DOUGLAS FIR LARCH CONFORMING TO AITC 112. DECKING

SHALL BE DRY, 15% MAXIMUM MOISTURE CONTENT. INSTALL IN

A CONTROLLED RANDOM LAYUP. FASTEN EACH DECK BOARD TO

THE ADJACENT DECK BOARD WITH 6d NAILS AT 12" OC.

FASTEN DECK BOARDS TO EACH SUPPORT WITH (2) 12d NAILS.

DECKING GRADE AND PROPERTIES SHALL BE AS SHOWN IN THE

FRAMING LUMBER TABLE.

14. WOOD SUBMITTALS:

14A. PROVIDE THE FOLLOWING WOOD SUBMITTALS:

- I-JOISTS, RIMBOARD AND LVL'S: PROVIDE AN ENGINEERED

SUBMITTAL OF ALL I-JOISTS,, RIMBOARD AND LVL'S. SHOW

LAYOUT, MEMBERS, MEMBER PROPERTIES, BLOCKING,

STIFFENERS, HANGERS, ERECTION BRACING AND FASTENING.

DEMONSTRATE COMPLIANCE WITH REQUIREMENTS HEREIN.

- GLULAMS: PROVIDE AN ENGINEERED SUBMITTAL SHOWING,

LAYOUT, SIZES, ALLOWABLE STRESSES, SPECIES AND

CONNECTIONS.

- STRUCTURAL INSULATED PANELS: PROVIDE AN ENGINEERED

SUBMITTAL WITH STAMPED CALCULATIONS BY A REGISTERED

PROFESSIONAL ENGINEER. CALCULATIONS SHALL ADDRESS PANEL

DESIGN AND ALL CONNECTIONS REQUIRED TO TRANSFER

GRAVITY, OUT-OF-PLANE WIND, AND IN-PLANE SHEAR.

DEMONSTRATE COMPLIANCE TO ALL REQUIREMENTS HEREIN.

PROVIDE DETAILS OF ALL CONNECTIONS. ADDRESS BRACING

DURING ERECTION. PROVIDE DRAWINGS INDICATING LAYOUT,

SIZES, FASTENING, ETC.

- METAL PLATE CONNECTED WOOD TRUSSES: PROVIDE AN

ENGINEERED SUBMITTAL WITH STAMPED CALCULATIONS BY A

REGISTERED PROFESSIONAL ENGINEER. CALCULATIONS SHALL

ADDRESS PANEL DESIGN AND ALL CONNECTIONS REQUIRED TO

TRANSFER GRAVITY, OUT-OF-PLANE WIND, AND IN-PLANE

SHEAR. DEMONSTRATE COMPLIANCE TO ALL REQUIREMENTS

HEREIN. PROVIDE DETAILS OF ALL CONNECTIONS. ADDRESS

BRACING DURING ERECTION. PROVIDE DRAWINGS INDICATING

LAYOUT, SIZES, FASTENING, ETC.

- NAILS: SUBMIT PROPOSED NAIL SAMPLES AND PAPERWORK

DEMONSTRATING COMPLIANCE WITH REQUIREMENTS HEREIN.

- METAL CONNECTORS: SUBMIT PROPOSED METAL CONNECTORS

WITH ALL PROPOSED FASTENERS. DEMONSTRATE COMPLIANCE

WITH REQUIREMENTS HEREIN.

- WOOD DECKING: SUBMIT SAMPLE OF EXPOSED WOOD

DECKING

- SUBMIT DECKING SPECIES AND GRADE

- SUBMIT DECKING LAYOUT DRAWINGS INDICATING MEMBER

LENGTHS, JOINTS AND FASTENING

d DIAMETER LENGTH

6d 0.113" 2"

8d 0.131" 2 1/2"

10d 0.148" 3"

16d 0.162" 3 1/2"

20d 0.192" 4"

30d 0.207" 4 1/2"

SCREW

NUMBER

NOMINAL

DIAMETER

(IN)

ROOT

DIAMETER

(IN)

6 0.138 0.113

8 0.164 0.131

9 0.177 0.142

10 0.190 0.152

12 0.216 0.171

14 0.242 0.196

WOOD SCREW TABLE

NAIL TABLE

RED I- JOISTS

PRODUCT DEPTH

RESISTIVE MOMENT

(ft-lbs)

VERTICAL SHEAR

(lbs) EIx106 (in2-lb)

I65 11 7/8 6750 1925 450 I90 14 11430 2125 913

5 6

8.1

2.6

B

A

C

D

E

F

G

H

J

K

CRAWL

SPACE

(E) SLAB

ON GRADE

TOC= 90'-8 3/8"

(E) STAIR WELL

2x BEARING

WALLS TO

REMAIN

CRAWL

SPACE

2'-0" ACCESS

OPENING

6" SOG W/#

4 @ 18" OC

EW

21'-4" 80'-5" 16'-6"

46'-10" 15'-7"

4' 5/ 8"

4' 3/ 8"

0"

0"

21'- 6"

8'- 0 1/2"

9'- 0"

12'- 6"

8'- 0 1/2"

54'- 4"

S11S6

S11S6

S11S6

S11S6

S11S6

S11S6

S11S6

S11S6

S11S6

S11S6

S11S6

T/FTG= 92'-0"

4 LOC'S

T/FTG= 95'-6"

STEP FTG

T/FTG= 94'-0"

STEP

FTG

T/FTG= 95'-0"

S11S6

BEAM

POCKET

(E) BASEMENT

WALLS

(E) BASEMENT

WALLS

2'- 0"

2' 0"

2'- 0"

8" C M U

3'- 6 3/8"

11'- 6 7/8"

11'- 6 7/8"

11'- 6 7/8"

11'- 6 7/8"

11'- 10 7/8"

TYP

5'-9 5/8"

3'-6 3/4"

2'- 6"

BEAM POCKET

2' 0" 135°

STEP FTG

T/FTG= 96'-0"

CRAWL

SPACE

9'-7 1/8" 9'-7 1/8" 9'-7 1/8" 9'-7 1/8"

2'-0"

BEAM POCKET

2'-0"

BEAM

POCKET

BEAM

POCKET

2'-0"

2'-0"

"2

STEP

FTG

T/FTG= 96'-0"

STEP

FTG

T/FTG= 96'-6"

T/FTG= 93'-0"

T/FTG= 96'-6"

6x6 POST

6x

PO

ST

6x

PO

ST

STEP T.O.

STEM WALL

NOTES:

1. ARCHITECT TO REVIEW AND CONFIRM ALL DIMENSIONS.

2. RE: S12 FOR MASONRY WALL DETAILS.

3. HOLDDOWN ANCHOR AND HOLDDOWN POST ARE NOTED ON PLAN THUS:

THE RECTANGLE REPRESENTS THE HOLDDOWN POST AND THE CIRCLE

REPRESENTS THE HOLDDOWN ANCHOR. THE ANCHOR SHALL BE LOCATED

ON THE SIDE OF THE POST SHOWN ON PLAN.

4. RE: ARCHTECTURAL DRAWINGS FOR DIMENSIONS, ELEVATIONS, AND

SLOPES NOT SHOWN

S11S6

S11S6

S11S6

S11S6

S11S6

S11S6

CJ CJCJ

CJ

CJSTEP

FTG

T/FTG= 95'-6"

(E) RETAINING

WALL

CJ

CJ CJ

S13S6

T/FTG= 90'-8"

STEP FTG

T/FTG= 90'-8"

STEP FTG

STEP

FTG

STEP FTG

T/FTG= 97'-0"

T/FTG= 90'-8"

S13S6

S13S6

S13S6

1 '- 6"

(E) FTG. T/FTG

= 90'-4"

(E) FTG (WIDTH AND

DEPTH UNKNOWN)

T/FTG= 90'-8"

STEP

FTG

(E) STEEL

COLS

UP

S21S6

S13S6

1/ 4"

6"

(FV)

S19S6

S11S6

100% SUBMITTAL

R-3

AP

ED ERUT

OTNEMTR LUCIRGAF

Reviewed

Checked

Design

Drawn Sheet TitleForest

Project Name Scale Sheet

SOUTHWESTERN REGION

FOREST SERVICE

U.S. DEPARTMENT OF AGRICULTURE

C. Phillips, D. Hall, J. Frank

P. Doak

JF, DH, KG

2/24/10

CARSON

CAMINO REAL DISTRICT OFFICE

FOUNDATION PLAN

S61/8" = 1'-0

SCALE

SCALE OF FEET

8 0 8 16

5 6

8.1 9

2.6

2.6

B

A

C

D

E

F

G

H

J

K

4 1/2" NW

CONC ON 3" MTL

DECK WITH LIGHT

BROOM FINISH

6 1/2" SIPS

EXTERIOR

BRG WALLS,

TYP

(3

"x

R E D

LA

M

LV

L

(3) 1 3/4"x16"

REDLAM LVL

(3) 1 3/4"x18"

REDLAM LVL

INFILL (E)

STAIRWELL W/

2x8 @16" OC

(2) 2x10

(E) W10

(E) W10

(E) W10

(E) FLOOR

FRAMING TO BE

REMOVED

(E) 2x12 @

12" OC

, TYP

(E) W10

(E) CONC

SLAB

14" RED-

I90@

16" OC

8x

PO

ST

6x6 POST

SW

SW

SW

SW

SW

SW

'-0

1/4

R E D I6 "O C

29 '-4 "

11 7/8" RED-I65@16"OC

72 '-0 "

14" RED-I90@16"OC

25 '-4 "

11 7/8" RED-I65@16"OC

25 '-4 "

14" RED-

I90@

16"OC

18 '-8 "

11 7/8" RED-

I65

16" OC

(E W1

21'-4" 80'-5" 16'-6"

46'-10" 15'-7"

4' 5/ 8"

4' 3/ 8"

0"

0"

21'- 6"

8'- 0 1/2"

9'- 0"

12'- 6"

8'- 0 1/2"

54'- 4"

25 '-4 "

14" RED-

I90@

16"OC

S11S6

S12S7

S11S6

S12S7

S12S7

6'-8"

S12S7

S12S7 6

S12S7

S12S7

S12S7

S12S7

8 '-0 " 11 7/8" RED-I65@16"OC

11 7/8"

RED-I65

(3) 1 3/4"x11

7/8" REDLAM LVL

1 3/4"x11 7/8"

REDLAM LVL

S12S7

(2) 1 3/4"x

11 7/8"

REDLAM LVL

(2) 1 3/4"x

14" REDLAM

LVL

FOR B

RG

ANGLE

(3) 1 3/4"x16"

REDLAM LVL

8x

PO

ST8x

PO

ST8x

PO

ST

6x6 POST

6x6 POST

6x6 POST

6x6 POST

6x6 POST 1 3/4"x11 7/8"

REDLAM LVL

S12S7

1 3/4"x11 7/8" LVL x3'-0"

ABOVE OPNG IN

WALL

6 1/2"

SIPS

S15S7

S15S7

S12S7 16'-

6 1/4"

15'-10 5/8"

74'-8 3/4"

S11S6

S11S6

S11S6

S11S6

S11S6

S11S6

S11S6

S11S6

S11S6

S11S6

S11S6

S11S6

S11S6

SIM

NOTES:

1. HOLDDOWN ANCHOR AND HOLDDOWN POST ARE NOTED ON PLAN THUS:

THE SQUARE REPRESENTS THE HOLDDOWN POST AND THE CIRCLE

REPRESENTS THE HOLDDOWN ANCHOR. THE ANCHOR SHALL BE LOCATED

ON THE SIDE OF THE POST SHOWN ON PLAN.

2. 2X6 SHEAR WALLS SHOWN ON PLAN THUS:

3. FOR 2X6 SHEAR WALL RE:

4. RE: ARCHTECTURAL DRAWINGS FOR DIMENSIONS, ELEVATIONS, AND

SLOPES NOT SHOWN

5. PROVIDE 1 3/4" MIN END BEARING LENGTH FOR ALL I JOISTS.

PROVIDE 3 1/2" MIN INTERMEDIATE BEARING LENGTH FOR ALL

CANTILEAVERS AND CONTINUOUS SPANS.

6. DOUBLE LVLs SHALL BE CONNECTED TOGETHER WITH 3-16d NAILS @ 24" OC, TYP UNO. DOUBLE 2Xs SHALL BE CONNECTED TOGETHER WITH 2-16d NAILS @24" OC, TYP UNO. TRIPPLE LVLs SHALL BE CONNECTED TOGETHER WITH 3-16d NAILS @ 24" OC EACH SIDE, TYP UNO.

7. SW IS SPECIAL SHEAR WALL, FOR SIPS SW RE:

S20S7

S20S7

S20S7

S20S7

S15

(E)

SITE

WALL

1' 0"

1 5/8" T&G SHEATHING GLUED AND

NAILED TO JOISTS W/ 1/2"

UNDERLAYMENT APPLIED ON TOP OF

THE SHEATHING. UNDERLAYMENT

JOINTS SHALL BE OFFSET AT LEAST

24" FROM SUBFLOOR JOINTS. FOR

SHEATHING NAILING RE:

KEY NOTES:

S15

S20S7

2 6x6 BRG POST OR SHEAR WALL POST

IN SIP PANEL. POST BLOCKING RE:

3 POST STRAP CONNECTION. SEE

SIM

S18

3 EA POST

15 '-3 1/ 2 "

'-1

1/2

'-10

'-4"

8'-0

SW

S19

1' 0"

1 TYP, UNO

SITE SLAB,

RE: CIVIL

FLOOR REGISTER

CENTERED UNDER

WINDOWS. LAYOUT

JOISTS TO ALLOW

PROPER PLACEMENT

OF REGISTERS. TYP

NEW OPENING

BETWEEN (E)

FLOOR JOISTS

PROVIDE 2x8

BLOCKING ES OF

POST THRU FLOOR.

NAIL BLOCKING TO

POST W/ 2-16d ES.

RE:

S15

4 SHEAR WALL CONCRETE TIE-DOWN,

RE:

S20

5 SHEAR WALL MASONRY TIE-DOWN, RE:

S20

S18 4.1

S18 4.1

S18

S16

S19S7

8'-0

S15S7

S11S6

S16

TYP

8'-0

100% SUBMITTAL

R-3

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ED ERUT

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Reviewed

Checked

Design

Drawn Sheet TitleForest

Project Name Scale Sheet

SOUTHWESTERN REGION

FOREST SERVICE

U.S. DEPARTMENT OF AGRICULTURE

C. Phillips, D. Hall, J. Frank

P. Doak

JF, DH, KG

2/24/10

CARSON

CAMINO REAL DISTRICT OFFICE

FLOOR PLAN

S7

SCALE

SCALE OF FEET

8 0 8 16 X

1/8" = 1'-0

5 6

8.1

2.6

B

A

C

D

E

F

G

H

J

K

JAC

K

TRUSSES

JT2

RIDGE TRUSS

GL 5 1/2x12 GL 5 1/2x18

5/8" x6

P O S T

B

EL

O W

94'-0"

T1 TRUSS

55'-10"

T1 TRUSS

R

ID

G E

TR

U S S

RIDGE TRUSS

RI

DG

E

TR

US

S

WALL HEIGHT

VARIES

JACK

TRUSSES

V

AL

LE

Y

TR

U S S

4x6 RAFTERS

@ 16" OC

6x10

JACK

TRUSSES

6x10

6x10

6x10

6x10

6x10

21'-4" 80'-5" 16'-6"

46'-10" 15'-7"

4' 5/ 8"

4' 3/ 8"

0"

0"

21'- 6"

8'- 0 1/2"

9'- 0"

12'- 6"

8'- 0 1/2"

54'- 4"

S15S8

S15S8

S15S8

S15S8

S15S8

S16S8

S16S8

S16S8

S16S8

S16S8

S16S8

JACK

TRUSSES

TYP

SHEATHING

2" T& G

W

ALL HEIGHTS

VARY

W A

LL

H E

IG

H

TS

V A R Y

GL 5 1/2x18.

W A

LL

H E

IG

H

TS

V A R Y x6

P O S T

B E

LO

W

6x6 POST BELOW

6x6 POST BELOW

G

IR

D E R

TR

U S S

A N D

D R A G

TR

U S S

D T4

D R A G

TR

U S S

D T3

D R A G

TR

U S S

D T2

DR

AG

T

RU

SS

D T1

S16S8

S16S8

GL5.5x33 GL5.5x33 GL5.5x33GL5.5x33GL5.5x33

S19S8

NOTES:

1. RE: ARCHTECTURAL DRAWINGS FOR DIMENSIONS, ELEVATIONS, AND

SLOPES NOT SHOWN.

2. OVERFRAMING TRUSS AND SHEATHING IS SHOWN ON PLAN THUS:

3. FOR OVERFRAMING REQUIREMENTS RE:

4. RE: S13 FOR TRUSS REQUIREMENTS.

5. RE: 3/S14 FOR ROOF SHEATHING REQUIREMENTS.

GI

RD

ER

T

RU

SS

2'- 0"

6x6 POST

BELOW

JAC

K

TRUSSES JT2

6x6 POST

BELOW

JA

C K

TR

US

SE

S

JT

S21S8

6x6

PO

ST

BEL

OW

6x

PO

ST

B

EL

OW

6x6 POST

BELOW

SHEAR WALL

BELOW

6x6 POST

BELOW

6x6

POST

BELOW

TRUSS BLOCKING FROM

T/SHEARWALL TO UNDERSIDE

OF ROOF SHEATHING

S19S8BEAR 6x10 ON

POST IN SIP

WALL.

CONNECT TO

POST PER XX

S19S84

S19S8

2x

OC

TYPE A

S17S8

100% SUBMITTAL

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Reviewed

Checked

Design

Drawn Sheet TitleForest

Project Name Scale Sheet

SOUTHWESTERN REGION

FOREST SERVICE

U.S. DEPARTMENT OF AGRICULTURE

C. Phillips, D. Hall, J. Frank

P. Doak

JF, DH, KG

2/24/10

CARSON

CAMINO REAL DISTRICT OFFICE

ROOF PLAN

S8AS NOTED

SCALE

SCALE OF FEET

8 0 8 16

S16S8

S16S8

S H E A

TH

IN

G

TY

P

JACK TRUSS TYP

GIRDER

TRUSS

100% SUBMITTAL

R-3

AP

ED ERUT

OTNEMTR LUCIRGAF

Reviewed

Checked

Design

Drawn Sheet TitleForest

Project Name Scale Sheet

SOUTHWESTERN REGION

FOREST SERVICE

U.S. DEPARTMENT OF AGRICULTURE

C. Phillips, D. Hall, J. Frank

P. Doak

JF, DH, KG

2/24/10

CARSON

CAMINO REAL DISTRICT OFFICE

PARTIAL PLAN

S9

SCALE AS9

TOWER ROOF1

LAP SPLICE AND DEVELOPMENT

LENGTH SCHEDULE (INCHES)

#3 #4 #5 #6

GENERAL NOTES:

1. 'LCE' = COMPRESSION EMBEDMENT LENGTH,

'LCS' = COMPRESSION LAP SPLICE LENGTH,

'LTE' = TENSION EMBEDMENT LENGTH,

'LTS' = TENSION LAP SPLICE LENGTH, 'LDH' = HOOK

DEVELOPMENT LENGTH

2. 'TOP' BARS ARE HORIZONTAL BARS PLACED SUCH THAT

MORE THAN 12 IN. OF FRESH CONCRETE IS CAST BELOW THE

BAR

3. ALL BARS THAT ARE NOT 'TOP' BARS ARE 'OTHER' BARS

4. UNLESS NOTED OTHERWISE, ALL HOOK BARS SHALL

EXTEND TO THE FAR FACE (LESS 2" COVER)

LAP SPLICE NOTES:

1. ALL SPLICES SHALL BE WIRED IN CONTACT AND STACKED

VERTICALLY

2. ALL SPLICES ARE 'LTS' UNLESS NOTED OTHERWISE

3. LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS

SHALL GOVERN IN LIEU OF LAP LENGTHS SCHEDULED

4. IF A NOTE OR DETAIL CALLS FOR A BAR TO BE

EMBEDDED Ld (DEVELOPMENT LENGTH) INTO CONCRETE, THIS

LENGTH SHALL CORRESPOND TO A 'LTE' LAP

ADJUSTMENTS TO GIVEN LAP LENGTHS:

1. IF REINFORCING IS SPECIFIED AS EPOXY COATED,

INCREASE SCHEDULED LAP LENGTHS BY 50%

2. SCHEDULED LAP LENGTHS ASSUME:

A. CLEAR COVER IS GREATER THAN BAR DIAMETER,

BUT NOT LESS THAN 3/4"

B. CLEAR SPACING BETWEEN BARS IS GREATER THAN

2 BAR DIAMETERS

C. IF EITHER CONDITION A OR B IS NOT MET FOR A

GIVEN BAR, INCREASE LENGTHS BY 50%

3. SPLICE LENGTHS NOTED BASED ON Fy = 60,000 PSI.

FOR OTHER YIELD STRENGTHS, MULTIPLY SPLICE LENGTHS

NOTED BY Fy/60,000

HOOK EMBEDMENT NOTES:

1. SCHEDULED HOOK EMBEDMENT LENGTHS ASSUME:

A. SIDE COVER IS 2 1/2 INCHES OR GREATER

B. COVER BEYOND IS 2 INCHES OR GREATER

2. IF REINFORCING IS SPECIFIED AS EPOXY COATED,

INCREASE SCHEDULED LAP LENGTHS BY 20%

3. IF SIDE COVER IS LESS THAN 2 1/2 INCHES, INCREASE

LENGTHS BY 40%

COMP TENSION

LCE LCS LDH

LTE

TOP

LTE

OTHER

LTS

TOP

LTS

OTHER

F'c = 3,000 PSI

BAR

SIZE

(IN-LB)

#10 #13 #16 #19

BAR

SIZE

(METRIC)

d

D2 d

D2

D1d d

D1d

6d 4"

MIN

4d

2 1/2" MIN

6d 4"

MI

N

NOTES:

1. ALL BENDS SHALL BE MADE COLD

2. #14 & #18 BARS SHALL BE BEND

TESTED & LAB APPROVED PRIOR TO

BENDING

90° HOOK

PRINCIPAL REINFORCING

180° HOOK

90° HOOK

#3-#5

STIRRUPS ONLY

135° HOOK

#3-#8

TIE OR STIRRUP

MAX OFFSET BEND

D1 #3-#8 6d #9-#11 8d

#3-#5 4d #6-#8 #9-#11

6d 8d

D2

ADHESIVE

EMBEDMENT TABLE

REBAR SIZE EMBEDMENT

DEPTH

#4

#5

#6

5"

6 1/2"

8"

NOTES:

1. INSTALL PER MNFR'S RECOMMENDATIONS

2. MIN CONCRETE f'c = 3000 PSI

3. DETAIL APPLIES ONLY WHERE REFERENCED ON DRAWINGS

6"EMBEDMENT

1ST POUR 2ND POUR

ELEVATION VIEW

LTS1 '- 10 1 /4 "

1 '-7 " 1 '-7 "

LTE LTE

MATCH SIZE

AND

NUMBER OF

FTG BOT

BARS

1'-6

F O O

TI

N G

TH

IC

K N E S S

T

(1'-0" MIN)

T H

M A X

1 '- 3 1 /2 "

4'-0"

WALL

DWLS

1 '- 1 1 /4 "

LTS

TYP UNO

8 5 /8 "

LTS

T/FTG

1'- 5 1

/8" 1'-0

SEE PLAN

MATCH SIZE AND

NUMBER OF FTG

LONG BARS

1 '- 0 1 /4 "

FTG

B/TRENCH EXCAVATION

SHALL NOT EXTEND

BELOW THIS LINE

GRADE

TRENCH

EXCAVATION

TRENCH

EXCAVATION

2 '-0 "

2'-0"

100% SUBMITTAL

R-3

AP

ED ERUT

OTNEMTR LUCIRGAF

Reviewed

Checked

Design

Drawn Sheet TitleForest

Project Name Scale Sheet

SOUTHWESTERN REGION

FOREST SERVICE

U.S. DEPARTMENT OF AGRICULTURE

C. Phillips, D. Hall, J. Frank

P. Doak

JF, DH, KG

2/24/10

CARSON

CAMINO REAL DISTRICT OFFICE

TYP FOUNDATION DETAILS

S10

NO SCALES10

LAP SPLICE & DEVELOPMENT LENGTH

SCHEDULE

NO SCALES10

3 TYP BAR BEND DETAILS

NO SCALES10

4 EPOXY BAR SCHEDULE

NO SCALES10

5 TYP STRIP FOOTING CONST JT

NO SCALES10

6 TYP SINGLE STEP AT WALL FOOTING

NO SCALES10

7 TYP EXCAVATION AT FTG

#5@12" OC

BOT (EC)

6x6-W4.0xW4.0

WWF (EC). #3@12"

EA WAY (EC) AT

CONTR OPTION

C

LR

#5@24"

C R A W L S P A C E

M

IN

#5@16" OC

4'-0

M

IN

(3) #5x

CONT

8" CMU

SOLID

GROUT CMU

BOND BM

W/ (2) #5x

CONT T&B

#5@16" OC

(EC)

2'-0"

C

LR

SLOPE

1/4" PER

FT

1 1

/2"1 1/2" CLR

(2) #4, EC

L4x3x1/4 LLV HDG W/

(2) 1/2"Ø SS EXP

ANCH W/ 2 1/2" MIN

PEN

#3x

1 '-0 "

1'-3

6 7 /8 "

(4) #3x

(4) #4x3'-0", EC

(4) #4

HORIZ BOND

BM REINF

CONT

THROUGH COL

S16

SMOOTH FORMED

CONC

'a', RE: ARCH

SCREW DECK TO

ANGLE EA FLUTE

R E

A R C H

4"

'b', RE: ARCH

TIES

EC

TIES @

12" OC

1 1/8" RIMBOARD

STRUCTURAL SHEATHING

TJI

6 1/2" SIPS PANEL

2x6 PT PL

2x6 PT

1/2"Ø HEADED BOLTS

W/ __" EMBEDMENT

@32" OC

#5@16"

SOLID GROUT CMU

(3) #5xCONT

8" CMU

#5@24"

UNDERLAYMENT

NATIVE UNDISTURBED

SOIL, TYP

7 5 /8"

8" HIGH

BOND BM

FINISHED GRADE IN

CRAWL SPACE, SEE CIVIL

7 5 /8"

8" HIGH BOND BM

7 1 /4"

CUT BLOCK AS REQD

WATERPROOFING

TYP, SEE ARCH

8" CLR MIN. IF

LESS THAN 8"

CLR, RAISE CMU &

CONSTRUCT PER

EXT FINISHED

GRADE, SEE CIVIL

2'- 4 1

/2"

M A X

U N B A

LA

N C E D

S O

IL

S18

7 5 /8"

5/8

S18

SIMPSON CBSQ

COL BASE

#5@12" EA WAY

T&B IN 32" THK

FTG. BOT ONLY

IN 12" THK FTG

M

IN8

2"

LVL BMS

TJI JOISTSSIMPSON CCQ

COL CAP TOP FLG JOIST

HANGERS6x6 POST

3'-0"

NATIVE

UNDISTURBED

SOIL

M

IN

1 '-4 "

16"Ø SONO

TUBE W/ (2)

#4x IN LIEU

OF 32" THK

FTG AT

CONTRS

OPTION

S15

RIMBOARD

5/8" T&G

TJI

SOLID

BLOCKING

@16" OC

SEE FOR

ADDNL REQTS

S11

8" CLR MIN. IF

LESS THAN 8"

CLR, RAISE CMU &

CONSTRUCT PER

S18

7 5 /8"

FF

S18

7 5 /8 "8" CMU

SEE FOR

ADDNL REQTS

S11

SEE FOR

ADDNL REQTS

S11

LVL

8 1 /2 "8" MAS

POCKET

SIPS

END OF SIPS

PANEL

SHEARWALL

6x6

SHEARWALL

POST, ANCH

TO CMU PER

S18

FAR SIDE

BM BRG

1/2" MIN

AIRSPACE

SIMPSON

GLB5A

BM SEAT

(2) #4x

IN BOND BM

4'-0

REINF FIRST

2 VERT

CELLS

1 /2 "

SOLID

BLOCKING,

SEE ____

FOR

CONNS

SEE FOR

ADDNL REQTS

S11

RUN JSTS

CONT OVER

SUPPORT

2x6 PT PL, CENTER ON

CMU

BENT PL 3/8x HDG x CONT

W/ 1/2"Ø SS

EXP ANCHORS

@ 24" OC

SIPS PANELS. ALIGN EXT FACE

W/ FACE OF (E) RIM JOIST

(E) 2x12 (FV)

(E) RIM JOIST

NEW UNDERLAYMENT

(E) 2x PT PL (FV)

(E) CIP FDN WALL

NEW STRUCTURAL SHEATHING

WATERPROOFING RE:

ARCH. DO NOT CAST

CONCRETE DIRECTLY

AGAINST WOOD FRAMING

3"

FIELD

ESTABLISH

DBL

RIMBOARD,

PT

SEE &

FOR ADDNL

REQTS

S11

S11

100% SUBMITTAL

R-3

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ED ERUT

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Reviewed

Checked

Design

Drawn Sheet TitleForest

Project Name Scale Sheet

SOUTHWESTERN REGION

FOREST SERVICE

U.S. DEPARTMENT OF AGRICULTURE

C. Phillips, D. Hall, J. Frank

P. Doak

JF, DH, KG

2/24/10

CARSON

CAMINO REAL DISTRICT OFFICE

DETAILS

S11

SCALE AS6S11

SECTION1

SCALE AS6S11

SECTION2

SCALE

SCALE OF FEET

4 0 31 2 A

SCALE AS6S11

TYP I-JOIST BEARING5

SCALE AS6S11

TYP POST4

SCALE AS6S11

TYP I-JOIST PARALLEL6

SCALE AS6S11

SECTION7

SCALE AS6S11

SECTION8

SCALE AS6S11

SECTION9

SCALE AS6S11

SECTION10

SCALE AS6S11

SECTION11

SCALE AS6S11

SECTION12

(E) CONC

(E) FND WALL

3x4 PT W/1/4"Ø

THRU BOLT @32"OC

L6x4x5/16 HDG W/

1/2"Ø SS EXP ANCH

@16"OC

SOLID

BLOCKING

2 1/2" PEN

5/8

" FLOOR

LEVELING

AS REQD

OF NEW I-JOIST

1/2" CLR TO ENDS

(E) CONC WALL

L7x4x1/2x0-6"

LLV HDG W/ (2)

1/2"Ø SS EXP

ANCHORS

(1) 1/4"Ø LAG

BOLT W/ 3"

EMBED

LVL

3 1/2"

(E) CONC

MAX

1'-4"

1 1/8"PT RIM

W/ 1/2"Ø SS

EXP BOLTS @

24"OC

. AT NEW

MECH

OPENING

8"

8" MIN

8" 1 '-0 "

8"

MIN

12"

MAX

NEW

OPENING

I.F OF FND

WALL

2 1/2" PEN

SOLID

BLOCKING

(E) STONE

WALL

LVL

PT RIM

SIPS

1'-0"

RE: ARCH FOR

ADDNL REQTS

1" CLR

SIPS

(E) 2x WALL (E) 2x12

SIPS

(E) 2x WALL (E) 2x12 @12"OC

2x6 PT PL W/ (3) 16d NAILS AT

EACH JOIST, TYP

SOLID BLOCKING

(E) 2x WALL

2x8 INFILL

FRAMING

FACE HANGER

(E) 2x12 JOIST

(E) STAIR

LANDING

(E) 8" CONC WALL

FACE HANGER

2x8 INFILL

FRAMING

USE 2x6 WALL

FRAME

SIPS

(E) 8" CONC

WALL

(E) 2x12

FRAMING

2x8 x CONT W/ (2) 1/4"Ø

LAG BOLTS @

24"OC

NEW OPENING:

REMOVE TOP 12" OF

WALL AND (E) 2x6 AT

NEW MECH DUCT.

MAX WIDTH = 3'-0,

MIN SPACING = 1'-0.

NEW 2x BLOCKING

@ 12" OC ABOVE

MECH OPENING,

NAIL TO EA JOIST &

NAIL SHEATHING TO

THE BLOCKING

1/2"Ø x 0'-6" EXP

ANCH EA SIDE OF

NEW MECH OPENING

1'-0

NOTCH LVL

AT WALL

FOR BRG

(E) 2x12

FRAMING1"

(E) 8" CONC WALL

REMOVE (E) RIM

JOIST AT LVL

BRG POCKET

2 '-4 "

NEW (E)

FOR ADDNL REQTS,

RE:

S11

#4@12"OC EW WAY,

CENTERED

#4x .

(E) 2x12

FACE HANGER

(E) FND WALL

2x6 @16" OC

BRG WALL

(E) 2x12 RIM

JOIST (FV)

100% SUBMITTAL

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Checked

Design

Drawn Sheet TitleForest

Project Name Scale Sheet

SOUTHWESTERN REGION

FOREST SERVICE

U.S. DEPARTMENT OF AGRICULTURE

C. Phillips, D. Hall, J. Frank

P. Doak

JF, DH, KG

2/24/10

CARSON

CAMINO REAL DISTRICT OFFICE

DETAILS

S12

SCALE AS7S12

DETAIL 11

SCALE AS7S12

DETAIL 22

SCALE AS7S12

DETAIL 33

SCALE AS7S12

DETAIL 44

SCALE AS7S12

DETAIL 66

SCALE AS7S12

DETAIL 55

SCALE AS7S12

DETAIL 77

SCALE AS7S12

DETAIL 88

SCALE AS7S12

DETAIL 99

SCALE

SCALE OF FEET

4 0 31 2 A

SCALE AS7S12

DETAIL 1010

SCALE AS12

SECTION12

SCALE AS7S12

DTL 1111

B/WALL

KEYNOTES:

BOND BEAM W/ (2) #5 AT

BOTTOM OF ALL OPNGS, SEE

#5 JAMB REINF EACH SIDE OF ALL

OPENINGS, FULL HEIGHT

BOND BEAM WITH (2) #5 AT

TOP OF WALL OPENINGS SEE:

DOWELS TO MATCH LOCATION OF

VERTICAL BARS. HOOK IF STRAIGHT BAR

CANNOT BE EMBEDDED INTO CONCRETE

LTE

1 '-6 "26", TYP

5/8

S13

S13

2 '- 11 3 /8 "

3'-6" MAX

S13

(2)#5@4'-0 OCNOTE 2

REINFORCING

VERTJOINT

STRUCTURAL MASONRY WALLS

WALL

THK HORIZ

GROUT

SOLID

NOTES:

1. ALL VERTICAL REINFORCEMENT SHALL BE CENTERED IN

GROUTED CELLS

2. PROVIDE `LADDER' TYPE HORIZONTAL JOINT REINFORCEMENT

WITH 2-W1.7 (9 GA)WIRES (MIN) AT 16" OC, TYPICAL, HDG.

#5@16" OC8" #5@16" OC

1'-4"SPACING REINF

CENTERED

GROUT

YES

DOWELS

INTERSECTION CORNER

NOTES:

1. 90 DEG CORNER & INTERSECTION IS SHOWN. WALLS MEETING AT

OTHER ANGLES SHALL HAVE (a) BLOCK OVERLAPPING 4" MIN AT ALL HEAD JOINTS OR (b) FACE SHELL BROKEN OPEN AND COMMON CORE

GROUTED

2. IF HEAD JOINT ALIGNS OVER THE FULL WALL HEIGHT, BREAK OPEN

FACE SHELLS AND GROUT WALLS TOGETHER FULL HEIGHT, TYP AT ALL

CORNERS AND INTERSECTIONS

VERT REINF

STD HOOK

SIZE &

SPACING OF

L-BAR TO

MATCH HORIZ

REINF

1 '-3 "

MLS

1 '-3 "

MLS

SEE NOTE 2

VERT REINF

ONE HORIZ

BAR SHOWN,

WALLS W/ 2

HORIZ BARS

SIM

SIZE &

SPACING OF

L-BAR TO

MATCH HORIZ

REINF.

1'-3

M

LS

(90 DEG SHOWN, 45 DEG

& ALL OTHER ANGLES ARE

SIMILAR)

FULL HT

JAMB REINF

LINTEL REINF

TYP WALL REINF

1 '- 9 1 /2 "

MLS

3/4" CLR3/4" CLR

M A X

C

LR

1 '-6 "3x'D' CLR

8" MIN

3'-0

3 '-0 "

6 "'D'

1 '-0 "

1 '-2 "'L', 1'-4" MAX

9" 'H

M A X

3 '-6 "

CLR DISTANCE

GREATER OF

3x'L' OR 3x'H' xL A R G E S T

'D C

LR

'D', 16"

MAX

3x'D' CLR

CLUSTER OF

PENETRATIONS

PENETRATIONS

SHALL NOT

INTERRUPT

VERTICAL

REINFORCEMENT

OR BOND

BEAMS, TYP

WHERE

OPENING

INTERRUPS

HORIZ JOINT

REINF, ADD

JOINT REINF

ABOVE AND

BELOW

OPENING

1'-4"

ROUGHEN (E) FOOTING

AT NEW FOOTING

(3) #4

(2) #4

BOND BEAM

REMOVE

WATERPROOFING.

CMU TO BE

PLACED AGAINST

SOUND CONCRETE

(2) #4

TYP

'MLS'

BOND BEAM

(E) WALL

S10

4 TYP

S10

(E) SITE WALL

COMPACTED

ENGINEERED

FILL

(E) FTG

3/8" ASPHALT

IMPREGNATED

FELT BOND

BREAKER

RE: FOR ADDNL INFOS13

100% SUBMITTAL

R-3

AP

ED ERUT

OTNEMTR LUCIRGAF

Reviewed

Checked

Design

Drawn Sheet TitleForest

Project Name Scale Sheet

SOUTHWESTERN REGION

FOREST SERVICE

U.S. DEPARTMENT OF AGRICULTURE

C. Phillips, D. Hall, J. Frank

P. Doak

JF, DH, KG

2/24/10

CARSON

CAMINO REAL DISTRICT OFFICE

TYP MASONRY DETAILS

S13

NO SCALES13

1 TYP STRUCTURAL MASONRY WALL ELEV

NO SCALES13

2 STR MASONRY WALL SCHEDULE

NO SCALES13

TYP STR MASONRY WALL CORNER

REINF

NO SCALES13

4 TYP STR MAS LINTEL SUPPORT

NO SCALES13

5 TYP STR MAS BOND BEAM

NO SCALES13

6 TYP STR MAS / PIPING

NO SCALES6S13

INCLINED FTG TO (E) FND7

NO SCALES6S13

NEW FND TERMINATING AT (E)

FND8

PRE-ENGINEERED ROOF TRUSS DESIGN LOADSTYPICAL PRE-ENGINEERED WOOD ROOF TRUSS NOTES

TOP CHORD

UNIFORM SNOW LOAD

TOP CHORD SNOW

LOAD AT EAVES

40 PSF TYP (50 PSF AT JACK TRUSSES)

TOP CHORD UNIFORM

DOWNWARD WIND LOAD

TOP CHORD UPLIFT DUE

TO WIND LOAD

TOP CHORD UNIFORM

DEAD LOAD (INCLUDES

DECK, ROOFING AND

M/E/P, NOT SELF WT)

BOTTOM CHORD

UNIFORM DEAD LOAD

(INCLUDES INSULATION,

CEILING, AND M/E/P)

80 PSF

TOP CHORD

UNBALANCED SNOW

(DRIFT LOAD MAY

OCCUR ON EITHER

SIDE OF RIDGE)

10 PSF

11 PSF

18 PSF

59 PSF

10 PSF

10 PSF

WEB GEOMETRY FOR ALL

TRUSSES TO BE IDENTICAL

TO ALLOW STRAIGHT ACCESS

PATHS, PIPING, AND DUCTS

80 PSF

30 PSF

50 PSF

9'

TRUSS T1 & SIM

@ JACK TRUSSES

T1

BOTTOM CHORD

UNIFORM LIVE LOAD

10 PSF

1 '- 9 1 /8 "

1. METAL PLATE CONNECTED WOOD TRUSSES ARE SHOWN OR CALLED OUT ON THE DRAWINGS AS EITHER PRE- ENGINEERED OR PRE-MANUFACTURED TRUSSES. DESIGN PRE-ENGINEERED WOOD TRUSS MEMBERS AND CONNECTIONS FOR EACH OF THE LOAD COMBINATIONS SHOWN. TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE 2009 INTERNATIONAL BUILDING CODE, ALONG WITH THE RECOMMENDATIONS OF THE WOOD TRUSS COUNCIL OF AMERICA (WTCA) AND THE TRUSS PLATE INSTITUTE (TPI). REFER TO THE SPECIFICATIONS FOR

ADDITIONAL TRUSS DESIGN CRITERIA NOT SHOWN ON THE DRAWINGS.

2. TOP CHORD MEMBERS SHALL BE 2x6 DOUGLAS FIR-LARCH.

3. MINIMUM SIZE FOR WEB (DIAGONAL AND VERTICAL) AND BOTTOM CHORD MEMBERS SHALL BE 2x4.

4. WEB MEMBER CONFIGURATIONS SHOWN ON LOADING DIAGRAMS ARE FOR ILLUSTRATION PURPOSES ONLY.

ACTUAL WEB MEMBER CONFIGURATIONS SHALL BE ESTABLISHED BY THE CONTRACTOR.

5. REFER TO MECHANICAL DRAWINGS FOR DUCT LAYOUT. THE CONTRACTOR SHALL CONFIGURE TRUSS WEBS TO AVOID DUCT WORK AND NOTE ALL DUCT SIZES AND AREAS OF POTENTIAL CONFLICT ON SHOP AND ERECTION

DRAWING SUBMITTALS.

6. TOP AND BOTTOM CHORD CONFIGURATIONS SHOWN ON LOADING DIAGRAMS ARE FOR ILLUSTRATION PURPOSES

ONLY. REFER TO PLANS AND ARCHITECTURAL DRAWINGS FOR TOP CHORD SLOPE.

7. TEMPORARY AND PERMANENT TRUSS BRACING IS REQUIRED. SEE GENERAL NOTES, SHEET S3 & S5K, AND

DETAILS 2, 3, 4/THIS SHEET.

8. TRUSSES ARE TO BE DESIGNED FOR THE LOAD COMBINATIONS IN THE IBC:

EACH SNOW LOAD CASE, SHOWN ON THIS SHEET, IS A "STAND ALONE" CASE, AND SHOULD NOT BE COMBINED

WITH ANY OTHER SNOW LOAD CASE IN ANY GIVEN LOAD COMBINATION.

EACH WIND LOAD CASE, SHOWN ON THIS SHEET, IS A "STAND ALONE" CASE, AND SHOULD NOT BE COMBINED

WITH ANY OTHER WIND LOAD CASE IN ANY GIVEN LOAD COMBINATION.

9. LOAD DURATION FACTOR FOR SNOW IS 1.0.

10. LOAD DURATION FACTORS FOR WIND AND SEISMIC ARE 1.6.

11. MAXIMUM VERTICAL TRUSS DEFLECTION SHALL BE LIMITED TO THE SPAN/360 FOR SNOW LOAD.

12. MAXIMUM VERTICAL TRUSS DEFLECTION SHALL BE LIMITED TO THE SPAN/240 (INCLUDING CREEP) FOR DEAD

LOAD PLUS SNOW LOAD.

13. MAXIMUM HORIZONTAL TRUSS DEFLECTION SHALL BE LIMITED TO 1/4 INCH EACH SIDE (INCLUDING CREEP)

FOR DEAD LOAD PLUS SNOW LOAD.

14. ALL WEB (DIAGONAL AND VERTICAL) MEMBERS SHALL BE DESIGNED AS UNBRACED FOR THEIR FULL

LENGTH BETWEEN CHORD MEMBERS. USE TEE ,'L', STACKED, OR METAL REINFORCEMENT.

15. UNDER NO CIRCUMSTANCES SHALL ANY MEMBER OF A TRUSS BE REMOVED AND/OR MODIFIED WITHOUT PRIOR WRITTEN APPROVAL FROM THE CONTRACTOR'S TRUSS MANUFACTURER AND THE CONTRACTING OFFICER.

16. ALL BOLT HOLES (FOR TRUSS PLY TO PLY CONNECTIONS, CONNECTONS TO EAVE OUTRIGGERS, ETC.) SHALL BE DRILLED.