Attachment_3_-_Cabins_4_and_6_Stabilization_Drawings_5_22_2023.pdf

i

GENERAL STRUCTURAL NOTES

A. DRAWINGS AND SPECIFICATIONS

1. The General Structural Notes apply to structural components of the "Climbers Ranch - Structural Assessment & Stabilization Drawings," Prepared for Grand Teton National Park, located in Grand Teton National Park Teton County, Wyoming.

2. These notes and drawings were prepared for the site described herein. Use of these documents for construction on any other site requires written permission from the Engineer.

3. Contractor shall verify all dimensions and site conditions in the field and coardinate with existing drawings priar to construction.

B. GOVERNING CODES AND REFERENCES

Current Applicable Cades - However Existing Cabins were nat assessed to meet current Code Requirements.

1. International Building Cade (IBC), 2021 Edition.

2. International Residential Code (IRC), 2021 Edition.

3. Building Code Requirements for Structural Concrete, American Concrete Institute (ACI

318-19).

4. Steel Construction Manual, Fourteenth Edition, American Institute of Steel Construction (AISC).

5. National Design Specifications (NOS) for Wood Construction, 2018 Editian.

6. Minimum Design Laads for Buildings and other structures, (ASCE 7-16).

7. Concrete Reinforcing Steel Institute (CRSI), Manual of Standard Practice.

C. DESIGN CRITERIA

Current Applicable Design Criteria - However Existing Cabins were nat assessed or designed to meet current Load Requirements.

1. Ground Snow Load: 175 psf; Roof Snow Load: 147 psf (Ct= 1.2)

2. Roof Dead Load: 1 0 psf

3. Floor Live Load: 40 psf

4. Floor Dead Load: 15psf

5. Deck Live Load: 60 psf

6. Deck Dead Load: 15 psf

7. Wind: Vult: 106 mph (Used 115 mph), Exposure C; Risk Category: II

8. Seismic Parameters: Lat.: 43.7045"; Long: -110.7345'; Site Class D "Stiff Soil"

Ss: 1.226; S1: 0.424; Fa: 1.2; Sds: 0.981; Design Category: D Risk Category: II; le: 1.0; R: 4.5; Oo: 3; Cd: 4. Cs: 0.218; V=Cs•W

9. Allowable Soil Bearing Pressure: 2000 psf (assumed), Contracting Officer responsible for verification by a Geotechnical Engineer registered in the State of Wyoming.

D. FOUNDATION NOTES

1. It is the responsibility of the Contractor to provide a safe working condition at underground excavations. All excavations should be laid back to safe slopes or properly shored in accordance with the most recent versions of the OSHA Construction Standards for Excavations.

2. Soils beneath slabs and footings shall be protected from freezing.

3. Drainage shall be provided away from the structure during all phases of construction.

4. Where clay and sand lenses are found at the bottom of the footing elevation, these soils shall be removed until competent cobble and gravel alluvium is revealed.

5. Backfill against shallow foundations and stem walls; in no case shall the material be greater than 4 inches in diameter and bear directly on or against foundation elements.

6. Any excessively loose material or soft spots encountered in the subgrade shall be revised and replaced with Structural fill.

7. Native site soils may contain moisture sensitive silts and clays that will exhibit undesirable engineering properties when wetted. Effort shall be mode to reduce the infiltration of moisture from rainfall and groundwater into foundation bearing soils during construction.

8. Grading during construction shall be provided to drain storm water from the exposed excavations during precipitation and snowmelt events.

E. REINFORCING STEEL

1. Concrete Reinforcing Steel shall be new billet steel conforming to ASTM A 615, Grade 60 including all #3 through # 10 bars, stirrups and ties.

2. All reinforcement shall be detailed, fabricated, and placed in accordance with the ACI Detailing Manual (SP-66), the CRSI Manual of Standard Practice, and ACI Standard Tolerances for Concrete Construction and Materials (ACI 11 7).

3. Cold bending of reinforcing bars is ta be limited to bars which have not been previously bent. Bars may be bent only once. Any bend is limited to an interior angle of 90 degrees or greater. Bending tools with the following bending diameters should be used:

#3 through #8 bars: 6 x bar diameter #9 through # 11 bars: 8 x bar diameter

4. The minimum Concrete Cover over reinforcement shall be as follows unless noted otherwise on the drawings:

a. Concrete cast against and permanently exposed to earth:

3" ........ all bar sizes

b. Concrete exposed to earth or weather:

2" .............. #6 thru # 18 bars 1-1 /2" ..... #5 bar and smaller 1-1/2" .... W31 or 031 wire and smaller

5. All reinforcement shall be continuous unless noted otherwise.

6. All reinforcement splice locations are subject to approval.

7. Development Lengths and Lap Splices shall be in accordance with ACI 318-19. Where splice lengths are not shown on the drawings, the following shall apply:

#4 bars 25" #5 bars 31"

8. Spacings noted for rebar are not to be exceeded. Other tolerances for rebar placement shall conform to ACI 117-90.

9. Securely tie reinforcement in place with double annealed 16 gauge tie wire.

10. Welding of reinforcement is not permitted without approval of the Structural Engineer. Tack welding of reinforcement is prohibited.

11. Precast mortar blacks or ferrous metal chairs, spacers, metal hangers or supporting wires shall be used to securely hold reinforcing bars in position. Metal chairs, bolsters, or other metal that are in contact with the exterior surface of the concrete shall be galvanized.

Wood, aluminum or plastic supports shall not be used.

F. CONCRETE

1. Ready-Mixed concrete shall conform to ASTM C 94. Minimum cement content shall be 5.5 bags (517 pounds) per cubic yard. Cement shall be type IIA.

Cement shall conform to ASTM C 150. Aggregates shall conform to ASTM C 33.

Mix designs shall be prepared in accordance with ACI 301-10.

2. Maximum water cement ratio: 0.5

3. Maximum Aggregate Size: 1"

4. Construction to be in accordance with ACI 318-19 Testing, Materials, and

Construction Requirements.

5. Tolerances for Concrete Construction and Materials shall conform to ACI 117-90

6. Concrete shall conform to ACI 301-10. Concrete shall be air-entrained as follows:

6% "Severe exposure" - Foundation Walls & Footing Blocks

7. Provide minimum concrete strengths as: 4,000 psi @ 28 days.

8. No admixtures without approval. Admixtures containing chlorides shall not be used. Concrete shall not be in contact with aluminum.

9. When the mean daily temperature is expected to or has dropped below 40 degrees (F) for three or more successive days, the contractor shall comply with the provisions of ACI 306R-88 "Cold Weather Concreting". Also reference chapter 12 of Portland Cement Association publication "Design and Control of Concrete Mixtures".

10. Mechanically vibrate all concrete when placed.

11. Wait a minimum of 48 hours between all adjacent concrete castings.

12. Footing block forms may be removed in 48 hours for minimum 4000 psi concrete.

13. Footing blocks can be formed directly against earth if soils allow for a vertical cut.

14. Grout beds below column base plates to be at min 1½" thick (U.N.O) & consist of a Non-Shrink; Non-Metallic Grout with min. 28 day strength of 8,000 psi.

G. WOOD FRAMING

Unless noted otherwise on the Structural Drawings or Project Specifications, the following wood framing specifications and notes shall apply:

1. Dimensional Framing Lumber (light framing joists and studs):

Structural Framing: #1 Douglas Fir or better (U.N.O.)

Light framing joists and studs: #2 Douglas Fir or better.

Log Members: SP-F OR DF-L

2. All wood framing systems ta be framed & fastened per IBC 2304.10.2 Fastening Schedule for the Building Element - Unless Noted Otherwise in these drawings.

IF ROOF SYSTEM Were to ever have sheathing replaced - use the following.

3. Plywood Sheathing

a. Roof sheathing: 2¾2" APA rated plywood sheathing, Exposure 1, conforming ta PS 1 with a minimum span roting of 48/24. Install with face grain perpendicular to joist span with end joints staggered. Unless noted otherwise, nail roof sheathing as follows:

Use 1 Od Common nails: Shank Size = 0.148"; Shank Length = 3".

1 Od @ 6" o.c. along all panel edges 1 Od @ 12" o.c. along all intermediate supports

b. Plywood wall sheathing: 1152 • APA roted sheathing conforming to PS 1 or PS 2. Unless noted otherwise on the drawings, construct exterior walls with 2x blocking along all edges not supported by studs and nail as follows:

Use 1 Od Cammon Nails -or- 8d Common Nails, per Schedule.

1 Od Common Nails: Shank Size = 0.148", Length = 3".

8d Common Nails: Shank Size = 0.131", Length = 2½".

8d nails @ 6" o.c. at all panel edges and blocking 8d nails @ 12" o.c. at intermediate supports

c. Unless noted otherwise all nails for attaching plywood shall be unfinished common nails of size shown. Nails for attaching plywood in high humidity, end treated wood locations nails shall be galvanized by hot-dip or tumbled process and shall not be electro-plated.

4. Premanufactured metal wood connectors shall be installed according to manufacturer's recommendations for the maximum load capacity, unless noted otherwise on the drawings.

5. All wood in contact with concrete shall be preservative pressure treated in conformance with the American Wood Preservers' Association AWPA C-1.

UNLESS NOTED OTHERWISE, THE REINFORCEMENT

DETAILS IN THE FOLLOWING SCHEDULE SHALL APPLY:

MINIMUM REINFORCEMENT LAP SPLICE LENGTHS

/J - 19' /5 - JI' /7 - 54•

,. - 25' /6 - J7' ,. - 62" tlllI:

I. WHERE DIFTERENT SIZE BAAS ARE LAPPED,

USE �ER BAA LAP LU«:TH.

STRUCTURAL NOTATION LEGEND;

STANDARD HOOK DIMENSIONS

90" HOOK 180" HOOK

J w�1 :u

�B SIZE •1r .f!,,. :ir ·c· l.'.

#J - :zr.· ,· J" 5• 2)1"

,. - J" .. .. 6" 2)1" #5 - J¾" 10· s· 1· 2'1"

,. - <JI" 12· 6" .. J"

,, - SY," 14• 7' 10· Jll" /8 6" 16" .. 11· ..

1:

BTM. BOTTOM G.L.

LONG. BTWN BETWEEN N.T.S. 8.0. BOTTOM OF O.C. B.U. BUILT UP 0.H. CLR CLEAR

� CENTER LINE SIM EE EACH END T.O. EL. ELEVATION TYP. FON FOUNDATION U.N.0. FTG FOOTING WWF

H. STRUCTURAL STEEL

GRID LINE

LONGITUDINAL

NOT TO SCALE

ON CENTER

1. Steel materials:

Channels, Angles, Plates: ASTM A 36, Fy=36ksi Headed Studs: ASTM A 108, Type B Anchor Bolts: ASTM A 307 Steel to Steel Connection Bolts: ASTM A 325 Steel Nuts: ASTM A 563 Steel Washers: ASTM A 436 Threaded Rods: ASTM A 307 or A 36

2. Structural steel design, fabrication and erection shall conform to the AISC "Code of Standard Practice for Steel Buildings and Bridges" as modified by the structural drawings and/or project specifications.

3. Connections may be welded or bolted unless noted on the drawings.

4. Bolted Connections:

ASTM A 325 Bolts at Steel Connections ASTM A 307 Bolts at Wood to Steel Connections ASTM A 307 Bolts at Wood to Wood Connections ASTM A 307 Embedded Anchor Bolts

5. Welded Connections: E70XX

a. All welding shall be performed in accordance with the American

Welding Society "Structural Welding Code - Steel" (AWS 01.1 ).

b. All welding personnel shall be qualified in accordance with AWS 01.1, Section 4.

c. Welding shall be performed in accordance with the appropriate welding procedure specification (WPS) for the joint.

d. Groove weld preparation details shall be in accordance with AWS 01 .1.

e. Welding inspection procedures shall meet the requirements of the AWS

01 .1 and the Quality Assurance Plan.

6. Structural members dependent upan concrete or other structural members for suppart shall be adequately braced until oil the structure is complete.

7. Splicing af steel members is not permitted without approval of the Engineer, unless noted on the drawings.

8. Final bolting or welding af the structure shall not be performed until as much of the structure that will be stiffened thereby has been properly aligned.

9. Minimum plate size shall be ¾" and minimum bolt size shall be ¾", unless nated atherwise.

10. All steel members shall be given one shop coat of primer and approved paint. Surfaces to be field welded or embedded in concrete shall not be painted.

I. MISCELLANEOUS

1. Changes, omissions or substitutions ore not permitted withaut approval of the Engineer.

2. All materials and workmanship shall conform to the 2021 International Building Cade (2021 IBC) & 2021 International Residential Code (2021 IRC).

3. Contractor shall verify all dimensions and coordinate openings and embedded items noted on construction documents with the appropriate trades before starting work.

4. It is the sole responsibility of the Contractor to ensure that the structure is temporarily braced in a manner to resist earth, wind, snow, and construction loads or combinations thereof until all supporting structures ore in place and concrete is sufficiently cured.

5. Existing conditions of the site and structure are to be thoroughly investigated by the contractor. The contractor shall notify the Engineer of any discrepancies between the site investigation and the contract documents before fabrication and/or construction begins.

6. Contractor shall allow for at least 5 working days for RFI & RFC requests to be reviewed and returned by the Engineer.

7. Contractor shall allow for at least 5 working days for review of product substitution requests. Substituted product should be of equal or better.

STRUCTURAL DRAWING INDEX

STABILIZATION DRAWINGS

S0.1 GENERAL STRUCTURAL NOTES

S1 .0 CABIN 4 PLANS

S1.1 CABIN 4 SECTIONS AND DETAILS

S2.0 CABIN 6 PLANS

S2.1 CABIN 6 SECTIONS AND DETAILS

100% CONSTRUCTION DRAWING

OPPOSITE HAND -OR- DESIGNED:

NELSON

SUB SHEET NO. TITLE OF SHEET

OVERHANG ENGINEERING

GENERAL STRUCTURAL SIMILAR

TOP OF

@li1fil)

TYPICAL BJG/CH

S0.1

NOTES

UNLESS NOTED OTHERWISE TECH. REVIEW:

WELDED WIRE FABRIC STABILIZATION DRAWINGS

DATE: GRAND TETON NATIONAL PARK, WYOMING

05-22-23 CLIMBERS RANCH STRUCTURAL ASSESSMENT

DRAWING NO.

PMIS/PKG NO.

SHEET

OF�

i

CUT TOP LOG TO ROOF SLOPE. PROVIDE METAL FLASHING

ABOVE TOP LOG, COVERING TOP OF LOG; EXTENDING

DOWN SIDE WITH DRIP EDGE BETWEEN FLASHING AND TOP

LOG; AND BENT OVER END OF LOG TO PROTECT END.

STAIN LOGS TO MATCH EXISTING LOG CABIN WITH STAIN

SUITABLE FOR WEATHER & ENVIRONMENTAL CONDITIONS.

.....,.,=,-=-'--=;,-;c=;,'-;;if;-----f�"""=-::/-

ATTACH EVERY THIRD LOG OF

LOG BRACING/STACK (ABOVE

BOTTOM LOG OF EXISTING

CABIN) TO 4x8 TREATED TIMBER

COLUMN WITH SIMPSON om z

STRAP TIE (OR EQUAL).

%"0 THREADED RODS OR BOLTS EVERY OTHER LOG WITH (2) 2Jfx2JfxY." SQUARE WASHERS.

DURING INSTALL TIGHTEN BOLTS AT OUTSIDE FACE IN SUCCESSION.

IF LOGS PULL OUT, KEEP ALTERNATING WITH MINOR INCREMENTS UNTIL SOME OF THE BOW IS REMOVED. (IT IS NOT EXPECTED THAT MUCH OR ALL OF THE BOW CAN BE STRAIGHTENED OUT.)

IF /WHEN WASHERS START SINKING INTO FACE OF LOGS - STOP TIGHTENING. EXTRA THREADS AT

OUTSIDE FACE CAN BE REMOVED IF WILL CAUSE A HAZARD.

ONCE LOGS ARE TIGHTENED AND LOGS SECURE INFILL GAP CUT TO FIT WITH WOOD -OR- FOAM AND COVER ENDS OF FOAM WITH PLYWOOD -OR- 1x MEMBER TO BE STAINED TO MATCH CABIN

PROVIDE A ~9" -1 O" DIA. LOG PURUN BELOW OR ADJACENT

TO EXISTING MEMBER TO HELP SUPPORT THE EXISTING LOG

PUUNS. NEW PURUN TO SPAN FROM INSIDE OF SOUTH CABIN

WALL TO INSIDE OF NORTH CABIN WALL.

ANCHOR TO INSIDE FACE OF NORTH AND SOUTH WALLS WITH

A SIMPSON HL79 HEAVY ANGLE, WITH ¾"0 x 5" LAG SCREWS.

A FLAT SEAT CAN BE PROVIDED AS NEEDED FOR HL79

ANGLE AT BOTTOM OF PURUN AND FACE OF WALL LOGS.

ATTACH NEW PURUN TO EXISTING WITH 1 O" MIN. LONG

OLYLOG SCREWS AT 24" o.c.

ATTACH EVERY THIRD LOG OF LOG

BRACING/STACK (ABOVE BOTTOM LOG OF

EXISTING CABIN) TO C9x 13.4 STEEL COLUMN WITH SIMPSON om z STRAP TIE (OR EQUAL).

LAYOUT BRACING/LOG STACK PRIOR TO

INSTALLING C9X13.4 STEEL COLUMN; TO INSTALL

THE ¾"0 BOLT FOR ANCHORAGE OF om Z

STRAP TIE, WITH HEAD OF BOLT AT INSIDE FACE

OF C9x 13.4 COLUMN.

PROVIDE A Jf0 (OVERSIZED HOLE) IN WEB OF C9x13.4 STEEL COLUMN FOR ATTACHMENT OF om z STRAP TIES.

VERIFY HEIGHT

WITH FIELD

CONDITIONS.

%"0 THREADED RODS OR BOLTS EVERY

OTHER LOG WITH (2) 2½ "x2½ "xY."

SQUARE WASHERS.

DURING INSTALL TIGHTEN BOLTS AT

OUTSIDE FACE IN SUCCESSION.

IF LOGS PULL OUT, KEEP ALTERNATING

WITH MINOR INCREMENTS UNTIL SOME

OF THE BOW IS REMOVED. (IT IS NOT

EXPECTED THAT MUCH OR ALL OF THE

BOW CAN BE STRAIGHTENED OUT.)

IF /WHEN WASHERS START SINKING INTO

FACE OF LOGS - STOP TIGHTENING.

EXTRA THREADS AT OUTSIDE FACE CAN

BE REMOVED IF WILL CAUSE A HAZARD.

LAYOUT BRACING/LOG STACK

PRIOR TO INSTALLING TREATED

4x8 TIMBER; TO INSTALL THE

¾"0 BOLT FOR ANCHORAGE OF

DTT1 Z STRAP TIE, WITH HEAD

OF BOLT AT INSIDE FACE OF

4x8 TIMBER.

4x8 DF-L #1 TREATED TIMBERS, MINIMUM (2)

PER SIDE, A THIRD CAN BE USED AT EAST

SIDE, SOUTH OF EAST WINDOW TO ASSIST PROVIDE A LOG BRACE WITH-➔�--r'T-1

IF POSSIBLE, DRILL HOLES ON SITE TO ALLOW

FOR ADJUSTMENT /STACKING OF LOGS.

ONCE LOGS ARE TIGHTENED AND LOGS

SECURE INFILL GAP CUT TO FIT WITH

WOOD -OR- FOAM AND COVER ENDS OF

FOAM WITH PLYWOOD -OR- 1x MEMBER

TO BE STAINED TO MATCH CABIN

T.O. FLOOR

1 '-4 "x2' -O"x2' -0"

CONCRETE BLOCK

I

1 '-4 "x2' -O"x2' -0"

CONCRETE BLOCK

WITH ADJUSTMENT OF LOGS AROUNO WINDOW

¼"xB" SOS SCREWS FROM TIMBER COLUMN, AT EVERY OTHER LOG BELOW BOWED SECTION

STACKED LOGS TO MATCH EXISTING,

AT EACH COLUMN SUPPORT.

BOTTOM LOGS TO BE TREATED, OR

USE TREATED DF-L FRAMING IF /AS

REQUIRED AT BOTTOM TWO LOGS.

� CABIN 4 SECTION - STABILIZATION

PLAN

OPTION 1

1 • -4"x2' -o"x2' -o"

CONCRETE BLOCK

EXISTING

LOG WALL

4xB DF-L #1 TREATED

TIMBER COLUMN

(2) %"0 x 5" TITEN

HD ANCHORS

OR SIMILAR PLAN

OPTION 1

LOG BRACING/STACK

AT EACH COLUMN.

Scale; 3/8"=1'-0"

5"x9"xY." STEEL PLATE WELDED TO BOTTOM OF C9x 1 3.4 STEEL

COLUMN, WITH MIN. WELD ALL

AROUND.

C9x13.4 STEEL COLUMN

EXISTING

LOG WALL ATTACH A SIMPSON HGA 10 TIE

BRACKET AT BOTTOM OF LOG CROSS

TIE TO LOG COLUMN WHERE LOG

CROSS TIES ARE NOT SUFFICIENTLY

BEARING ON LOG COLUMNS AND

APPEAR TO BE SEPARATING FROM

ADJACENT MEMBERS.

IF HOLES NEED TO BE PROVIDED DURING

FABRICATION; HALF LOGS - OR BROWN TREATED

SHIM PIECES CAN BE USED TO ADJUST LOG

STACK AS NEEDED FOR om z JOINTS

C9x 13.4 STEEL COLUMN, MINIMUM (2) PER

SIDE, A THIRD CAN BE USED AT EAST SIDE,

SOUTH OF EAST WINDOW TO ASSIST WITH

ADJUSTMENT OF LOGS AROUND WINDOW

END OF EAVE LOG IS WEATHERED AND

IN POOR CONDITION.

IT IS RECOMMENDED TO INFILL WITH

WOOD EPOXY SYSTEM TO INFILL VOIDS

AND PROTECT END OF BEAM TO

WEATHERING.

��--c-c-=--=--,-,-.,....._.K._,./,====-:'-¼"x4½" SOS SCREWS FROM WEB s1,-,,'!f.«< <'-<�/, � /. . . '/� �(<-;?¼ -�':.. � 1·>: · • · ; -�-,'1:-,,�,,':f:,,, I '· •\ 4 '" ':,.,,, /, //,//')'//

OF C9x 13.4 STEEL COLUMN TO

EXISTING LOGS, AT EVERY OTHER

LOG BELOW BOWED SECTION.

--- >·/>- <l

I · • , 1'-4" x 2'-0" x 2·-0· l • • • l I CONCRETE BLOCK BELOW l � _2· -0 l EA x 13.4 STEEL COLUMN

�OPTION 2

CABIN 4 SECTION - STABILIZATION

OPTION 2 Scale: 3/8"= l'-0"

2" LEG OF SIMPSON HGA 10 TIE BRACKET

TO BE USED AT LOG NOTCH. IF EXISTING

LOG NOTCH DOES NOT ALLOW FOR 2"

LEG, A GA2 ANGLE CAN BE USED WITH

(6) #9x1½" SD SCREWS.

EAVE REPAIR DETAIL PURLIN REPAIR DETAIL

2·-0·

SECTION

OPTION 1

(3) #4 LONGITUDINAL

BARS EACH SIDE OF

U-BAR EQUALLY SPACED

(3) #4 U-BARS

EQUALLY SPACED

SECTION

OPTION 2

CONCRETE BLOCK DETAIL

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

3) #4 LONGITUDINAL

ARS EACH SIDE OF

U-BAR EQUALLY SPACED

(3) #4 U-BARS

EQUALLY SPACED

Scale: 3/4"=1'-0"

DESIGNED: SUB SHEET NO. NELSON

ENGINEERING

@r.iTIID

BJG/CH

S1 1 TECH. REVIEW:

DATE:

05-22-23

Scale: 3/4"=1'-0"

100% CONSTRUCTION DRAWING

TITLE OF SHEET DRAWING NO.

CABIN 4

SECTIONS AND DETAILS PMIS/PKG NO.

STABILIZATION DRAWINGS SHEET

GRAND TETON NATIONAL PARK, WYOMING

3 OF __Q__ CUMBERS RANCH STRUCTURAL ASSESSMENT