20220712 Ver 1_Riparian Buffer Authorization Request_20220523

Buffer Authorization Application Form
15A NCAC 02B .0233 (8)(b), .0243 (8)(b), .0250 (11)(b), .0259 (8)(b), .0267 (11)(c), .0607 (e)(2) Buffer Authorization Online Form -
Update 10/23/2018
Original Submittal 5/23/2022
A. Owner/Applicant Information
General Information
Primary Contact Email: *
Who is submitting the application?*
1. Property Owner Information:
..........................................................................................
la. Name on Recorded Deed:*
1b. Responsible Party:
lc. Mailing Address:*
Id. Telephone:*
7047064277
3. Agent Information:
3a. Name:
3b. Company Affiliation:
[e-mail]
Please list the contact person's email for questions or payment on this project if needed.
Owner
Applicant other than Owner
Agent
JD Partners Group
Doug Trimmer
(for Corporations)
Street Address
8274 Golf Ridge Drive
Address Line 2
City State / Province / Region
Charlotte NC
Postal / Zip Code Country
28277-8869 US
3c. Mailing Address: Street Address
Address Line 2
City
Postal / Zip Code
3d. Telephone:
3f. Attach a signed and dated copy of the agent
authorization form.
1e. Email Address:* [e-mail]
State / Province / Region
Country
3e. Email Address:
Click the upload button or drag and drop files here to attach document
PDF Only
B. Project Information and Prior Project History
1. Project Information

la. Name of Project: * Sadler
(Subdivision, facility, or establishment name)
3600Sadler_001 - survey.pdf
PDF only
1b. Is this a publicly -funded transportation project?*
Yes
No
Id. Subdivision Name: Steele Creek
1e. Nearest Municipality: Mecklenburg County -unincorporated
If. Property Size: 0.60
acres
lg. County (or Counties) where the project is located:*
Mecklenburg
lh. Property ID#
11327105
Tax PIN or Parcel id
Deed Information
Date of Purchase
8/10/2021
Type of Book
Deed
Book#
Page#
Map
L15 SEC36 M18-42
1 j. Attach a copy of the recorded map that indicates when the lot was last platted.
Click the upload button or drag and drop files here to attach document
1.16MB
1k. How would you like to provide the Latitude and Longitude information?*
• Address Lookup
Manually
Address Lookup
Latitude * 35.2001157
Street Address
3600 Sadler Road
Address Line 2
City State / Province / Region
Charlotte NC
Postal / Zip Code Country
28278-9677 US
Longitude* -81.0014594
11. Is the project located in any of North Carolina's twenty coastal counties?*
Yes
• No
2. Surface Waters
2a. Name of the nearest body of water to proposed project:*
Catawba River

2b. Water Quality Classification of nearest receiving water: *
Catawba River
2c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
195
(linear feet only)
3. Project Description:
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this application:
The current and proposed use of the property is a single family home. Properties
along Sadler Road are also single family home. The property slopes from the road
down to the Catawba River.
3b. Attach an 8'/2 x 11 excerpt from the most recent version of the USGS topographic map indicating the location of the site.
Click the upload button or drag and drop files here to attach document
Map2-GIS.pdf 505.16KB
PDF only
3c. Attach an 8'/: x 11 excerpt from the most recent version of the published County NRCS Soil Survey Map depicting the project site.
Click the upload button or drag and drop files here to attach document
Map1 - GIS.pdf
PDF only
4. Proposed Activity
129.17KB
Provide a detailed description of the proposed activity including its purpose and include the type of equipment to be used: *
The project is a renovation and minor extension to existing decks at the rear of the
existing home.
Attach a site plan as applicable to the project:
Click the upload button or drag and drop files here to attach document
0100_EXISTING AND PROPOSED.pdf
0100_EXISTING.pdf
0100_PROPOSED.pdf
0100_3600 Sadler Road_(Sealed).pdf
PDF only
5. Jurisdictional Determinations
241.24KB
235.3KB
241.58KB
2.91 M B
5a. Have jurisdictional wetlands or stream determinations by the Corps or State been requested or obtained for this property/project
(including all prior phases) in the past?*
Yes
® No
6. Project History
6a. Have permits or certifications been requested or obtained for this project (including all prior phases) in the past?*
• Yes
No
6b. List any permits/approvals that have been requested or obtained for this project in the past.
Application Date
Date Issued
Permit Type
Building Permit
6c. Please explain and detail according to "help file" instructions. *
The building permit number for the project is B41139563

7. Future Project Plans
7a. Is this project a phased project?*
C. Proposed Impacts Inventory
Buffer Impacts
O Yes
O No
Project is in which protected Basin?*
Neuse River Basin (15A NCAC 02B.0233)
• Catawba River Basin (15A NCAC 02B.0243)
Randleman Lake Watershed (15A NCAC 02B.0250)
Tar -Pamlico River Basin (15A NCAC 02B.0259)
Jordan Lake Watershed (15A NCAC 02B.0267)
Goose Creek Watershed (15A NCAC 02B.0606 & 15A NCAC 026.0607)
Individually list all buffer impacts below. If any impacts require mitigation, then you MUST fill out Section D of this form.
Site# - Reason
Stream Name
Buffer Impact*
Impact Type
Zone 1
Zone 2
Renvation of
existing decks
Map label (e.g. Road
Crossing 1)
Catawba
River
Permanent
(P)
Perm or Temp
Allowable
w/
mitigation
0.00
Square
Feet
0.00
Square
Feet
Total Zone 1 Impacts: 0.00
Total Zone 2 Impacts: 0.00
Total Buffer Impacts: 0.00
Comments:
D. Impact Justification and Mitigation
1. Avoidance and Minimization
la. Specifically describe measures taken to avoid or minimize the proposed impacts in designing the project.
The renovations where considered for minimal expansion and disturbance of the
buffer while still allowing the home and circulation to be functional.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
The renovations where considered for minimal expansion and disturbance of the
buffer while still allowing the home and circulation to be functional.
2. Buffer Mitigation
2a. The table below identifies the square footage of impact to each zone of the riparian buffer and the required mitigation.
Zone 1 - Catawba Only
Total Impact
Multiplier
Required Mitigation
0.00
Square Feet
2
0.00
Square Feet

Zone 2
Total Impact
Multiplier
Required Mitigation
0.00
Square Feet
1.50
0.00
Square Feet
2b. What is the mitigation plan proposed for this Payment to private mitigation bank
project?* Payment to Division of Mitigation (DMS)
Permittee responsible mitigation
2c. Provide a description of your mitigation plan. *
Simple mitigation is suggested to convert the grassed area as shown to a natural
cover (mulch/pine straw), then plant low maintenance "native species"
shrubs/vegetation
2d. Attach a detailed planting plan to include plant type, date of plantings, the date of the one-time fertilization in the protected
riparian buffers, and a plan sheet showing the proposed location of the plantings.*
Click the upload button or drag and drop files here to attach document
bufferl .pdf 267.75KB
buffer2.pdf 78.52KB
PDF only
2g. Comments:
E. Diffuse Flow Plan
la. What type of SCM are you providing?*
Level Spreader
Vegetated Conveyance (lower SHWT)
Wetland Swale (higher SHWT)
Proposed project will not create concentrated stormwater flow through the buffer
Other SCM that removed minimum of 30% nitrogen
lc. Diffuse Flow Documentation
F. Supplementary Information
Environmental Documentation
Click the upload button or drag and drop files here to attach document
bufferl.pdf 267.75KB
buffer2.pdf 78.52KB
PDF only
la. Does the project involve an expenditure of public (federal/state/local) funds or the use of public (federal/state) land?
Yes
No
Violations
2a. Is the site in violation of DWR Wetland Rules (15A NCAC 02H .0500), Isolated Wetland Rules (15A NCAC 02H .1300), DWR Surface
Water or Wetland Standards, or Riparian Buffer Rules (15A NCAC 02B .0200)?
Yes
No
2b. Is this an after -the -fact buffer authorization application?
Yes
No

G. Additional Information
Please upload any additional information you would like the Division to consider during application review.
Additional Attachments:
Additional Comments:
H. Sign and Submit
By digitally signing below, I certify that:
Click the upload button or drag and drop files here to attach document
PDF only
▪ I have given true, accurate, and complete information on this form;
o I agree that submission of this form is a "transaction" subject to Chapter 66, Article 40 of the NC General Statutes (the "Uniform Electronic Transactions
Act")
• I agree to conduct this transaction by electronic means pursuant to Chapter 66, Article 40 of the NC General Statutes (the "Uniform Electronic
Transactions Act");
o I understand that an electronic signature has the same legal effect and can be enforced in the same way as a written signature; AND
o I intend to electronically sign and submit the application form."
Print Name: * Christopher Webb
Signature
Submission Date:
05.23.2022
(Auto populated field)

Initial Review
Is this accepted into the review process?* • Yes No
Yes
• No
ID#* 20220712
Version:* 1
Select Reviewer: * Doug Perez:eads\djperez
Select Reviewing Office* Mooresville Regional Office - [phone]
Is this project a public transportation project?*
Has payment been received?* • No Payment Needed
Fee Received
Need Fee - send electronic notification

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NOTES
IRON PINS ON ALL CORNERS UNLESS OTHERWISE NOTED
AREAS WERE CALCULATED BY COORDINATE METHOD.
NO NCGS TRAVERSE WAS FOUND TO BE WITHIN 2000'
THIS PROPERTY SUBJECT TO ANY OTHER EASEMENTS, AGREEMENTS,
OR RIGHTS —OF —WAY OF RECORD.
THIS PROPERTY MAY BE SUBJECT TO WETLANDS REGULATIONS.
INDIVIDUAL PROPERTY OWNERS NEED TO REVIEW CURRENT
GOVERNMENTAL REGULATIONS PRIOR TO CONSTRUCTION
MONUMENT EASEMENTS, COMMON OPEN SPACE, MEDIANISLANDS, LANDSCAPE EASEMENTS
AND SIDEWALKS SHALL BE MAINTAINED AND DEDICATED BY THE HOMEOWNER'S ASSOCIATION.
STORM SEWER PIPE SYSTEMS AND/OR CHANNELS LOCATED WITHIN LANDSCAPE AND DRAINAGE
EASEMENTS (LSE) ARE THE MAINTENANCE RESPONSIBILITY OF THE HOMEOWNER'S ASSOCIATION.
THIS PROPERTY DOES LIE WITHIN A FEMA FLOODPLAIN PER FEMA
FIRM PANEL 3710450300M, DATED 09-02-2015.
THIS PROPERTY LIES WITHIN THE WESTERN CATAWBA POST CONSTRUCTION DISTRICT.
THERE ARE NO POST CONSTRUCTION BUFFERS ON THIS PROPERTY.
THIS PROPERTY LIES WITHIN THE BEAVERDAM CREEK WATERSHED.
THIS PROPERTY LIES WITHIN THE LOWER LAKE WYLIE WATERSHED CRITICAL AREA.
THERE IS A WATER QUALITY BUFFER ON THIS PROPERTY.
703'L'
NOW OR FORMERLY
CLARENCE DAVID MOSS &
MARIA VIRGINIA MOSS
DEED:26790-1
570' CONTOUR LINE
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BaRoNARY
'I state that this map was drown under my supervision from an
actual survey made under my supervision (map description recorded
in Book 26790, page 1); that the boundaries not surveyed are
indicated as drawn from information in MAP Book 18, page 42;
that the ratio of precision or positional accuracy is IN EXCESS OF
1:10,000; and that this map meets the requirements of The
Standards of Practice for Land Surveying in North Carolina (21 NCAC
56. 1600)." This 07 day of JULY, 2021.
GRAPHIC SCALE
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BEARINGS BASED ON
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PROJECT INFORMATION
ZONING — R-5
MIN. FRONT SETBACK 20'
MIN. SIDEYARD 5'
MIN. CORNER SIDEYARD 10'
MIN. REARYARD 35'
MIN. LOT WIDTH 50'
MIN. LOT SIZE 6,000 SF
'REFER TO ZONING ORDINANCE FOR POSSIBLE
ADJUSTMENTS TO THESE MINIMUM DIMENSIONS.
CROSS SECTION 750
ELEVATION 571.9
LOT 16
CRESCENT LAND & TIMBER
RECREATION LOTS
SECTION 38
MB:18-42
NOW OR FORMERLY
BRENDA ANN PORTER LEWIS &
STEPHEN H. LEWIS
DEED:33970-29
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DEED:35091-373 1
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BOC — BACK OF CURB
CO — CLEAN OUT
COS — COMMON OPEN SPACE
CP — CABLE PEDESTAL
CONC. — CONCRETE
ELEV — ELEVATION
EOP — EDGE OF PAVEMENT
EX. — EXISTING
LP — LIGHT POLE
LSE — LANDSCAPE EASEMENT
MB. — MAP BOOK
PSE — PUBLIC STORM DRAINAGE EASEMENT
PUE — PUBLIC UTILITIES EASEMENT
R/W — RIGHT OF WAY
SF— SQUARE FEET
TP — TELEPHONE PEDESTAL
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SADLER
GENERAL NOTES
DRAWING INDEX
1. DO NOT SCALE DRAWINGS. GC SHALL NOTIFY ARCHITECT IN WRITING IMMEDIATELY OF ANY DIMENSION DISCREPANCIES IN THE CONSTRUCTION DOCUMENTS AND ACTUAL FIELD
CONDITIONS
2. THESE DOCUMENTS ARE THE PROPERTY OF THE DESIGNER AND SHALL NOT BE USED WITHOUT WRITTEN CONSENT.
3. ALL DIMENSIONS ARE TO FACE OF FINISH OR FACE OF MASONRY. GENERAL CONTRACTOR IS TO VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION.
4. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THESE PLANS AND SPECIFICATIONS AND SHALL COMPLY WITH ALL APPLICABLE NATIONS, STATE, AND LOCAL BUILDING CODES. IT IS
THE RESPONSIBILITY OF THE CONTRACTOR TO INSURE COMPLIANCE WITH SAID CODES.
5. THE DESIGNER, OWNER, AND THE PROFESSIONAL CONSULTANTS ARE NOT RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, SEQUENCES, OR FOR SAFETY PRECAUTIONS IN
CONNECTION WITH THE WORK ON THIS PROJECT OR FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY OTHER PERSONS PERFORMING ANY OF TH WORK ON
THIS SITE.
6. THE GENERAL CONTRACTOR SHALL ABIDE BY LOCAL AREA STANDARDS AND RELATED OSHA STANDARDS FOR THE SAFETY OF THEIR EMPLOYEES ON SITE. THE DESIGNER AND
PROFESSIONAL CONSULTANTS WILL BE HELD HARMLESS BY THE OWNER,GENREAL CONTRACTOR, AND RELATED AWARDED TRADES ON THIS PROJECT FOR ACCIDENTS OF INJURIES CAUSED
OR ACCRUED ON THIS PROPERTY DURING THE CONSTRUCTION PHASES OF THIS PROJECT.
7. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ALL SAFETY PRECAUTIONS OR SAFETY PROGRAMS USED TO PROVIDE A SAFE WORKING ENVIRONMENT ON THE JOB SITE. THE
CONTRACTOR SHALL MAINTAIN AT ALL TIMES ADEQUATE SAFETY BARRICADES AND CLEAR ACCESS IN AND OUT OF THE WORK SITE SO AS TO FACILITATE DAILY TRAFFIC MOVEMENT,
DELIVERIES, AND SAFETY. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ALL STRUCTURAL SHORING AND BRACING DURING CONSTRUCTION.
9. THE GENERAL CONTRACTOR SHALL FURNISH AND INSTALL PORTABLE FIRE EXTINGUISHERS AS REQUIRED BY LOCAL, STATE, AND FEDERAL CODES AND REGULATIONS. CONTRACTOR TO
VERIFTY AND COORDINATE LOCATIONS OF DRAFTSTOPPING AND FIRE EXTINGUISHERS WITH LOCAL FIRE CODE OFFICIAL, WHEN NECESSARY.
10. PRIOR TO SUBMITTING A BID, CONTRACTOR AND SUBCONTRACTORS, SHALL VISIT THE JOB SITE AND NOTIFY OWNER AND DESIGNER OF ANY CONDITIONS NOT INCLUDED IN THESE
DOCUMENTS WHICH REQUIRE CORRECTIVE OR ADDITIONAL ACTIONS. NO CHANGES TO PLANS TO BE MADE WITHOUT WRITTEN APPROVAL BY THE DESIGNER / ENGINEER.
11. THE GENERAL CONTRACTOR SHALL SUPPLY EACH SUBCONTRACTOR ADEQUATE DOCUMENTS IN ORDER FOR THE SUBCONTRACTOR TO ACCURATELY PRICE AND PERFORM THEIR WORK.
THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ERRORS AND OMISSIONS CAUSED BY THE LACK OF ACCESS TO ADEQUATE DRAWINGS FOR THE SUBCONTRACTOR TO COMPLETE
THEIR SCOPE OF WORK.
12. NO SUBSTITUTIONS OF ANY KIND FOR MATERIALS SPECIFIED ON THESE CONSTRUCTION DOCUMENTS IS ALLOWED UNLESS NOTED OTHERWISE. NO "EQUIVILENT" SUSTITUTIONS WILL BE
MADE UNLESS APPROVED IN WRITING BY THE DESIGNER AND/OR OWNER FOR ANY REASON.
13. THE GENERAL CONTRACTOR IS RESPONSIBLE TO INSTALL ALL SYSTEMS IN THE ORDER REQUIRED TO AVOID CONFLICTS.
14. THE GENERAL CONTRACTOR AND ALL SUBCONTRACTORS SHALL PROVIDE A CERTIFICATE OF INSURANCE TO THE OWNER PRIOR TO STARTING ANY WORK ON THIS PROJECT. CERTIFICATE
OF INSURANCE CANNOT BE TERMINATED OR CANCELED WITHOUT 10 DAYS PRIOR WRITTEN NOTICE TO THE OWNER.
15. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN ALL REQUIRED PERMITS. APPROVALS, AND FINAL CERTIFICATE OF OCCUPANCY. NO CONSTRUCTION OR
FABRICATION SHALL BEGIN UNTIL THE CONTRACTOR HAS RECEIVED AND THOROUGHLY REVIEWED ALL PLANS AND OTHER DOCUMENTS APPROVED BY ALL PERMITTING AUTHORITIES.
PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL VERIFY SERVICE WITH UTILITY AGENCIES AND SCHEDULE ON SITE INSTALLATIONS AND INSPECTIONS.
16. ALL MATERIALS, SUPPLIES, AND EQUIPMENT SHALL BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS AND PER APPLICABLE CODES AND REQUIREMENTS.
17. THE GENERAL CONTRACTOR SHALL PROVIDE ADEQUATE BRACING, BLOCKING, AND SHORING TO INSURE STRUCTURAL STABILITY OF THE BUILDING AND ALL RELATED BUILDING
COMPONENTS, I.E., STRUCTURAL WALLS, INTERIOR WALL ASSEMBLIES, FIXTURES,...ETC, DURING THE CONSTRUCTION PHASE OF THIS PROJECT. IT WILL BE THE RESPONSIBILITY OF THE
GENERAL CONTRACTOR AND SUBCONTRACTORS TO PROVIDE BLOCKING AS NEEDED FOR ALL INSTALLATIONS AND IT IS NOT THE RESPONSIBILITY OF THESE CONSTRUCTION DOCUMENTS TO
INDICATE EVERY SPECIFIC CONDITION IN NEED OF BLOCKING.
18. THE GENERAL CONTRACTOR SHALL COORDINATE ALL WORK WITH OTHER TRADES BOTH UNDER THE GENERAL CONTRACTOR'S CONTRACT AND THOSE HIRED DIRECTLY BY THE OWNER IN
ORDER TO COORDINATE UTILITIES AND AVOID INTERFERENCE AND OMISSIONS. EACH CONTRACTOR WILL INCLUDE ALL MISCELLANEOUS ITEMS REQUIRED BY CODE AND NEEDED TO
COMPLETE THIS WORK.
19. ALL MATERIALS USED WILL BE NEW AND BEAR UL CABLES WHERE REQUIRED AND MEET APPROPRIATE N.E.M.A. STANDARDS.
20. EXCEPT WHERE OTHERWISE SPECIFIED, THE GENERAL CONTRACTOR SHALL AT ALL TIMES PROVIDE PROTECTION AGAINST WEATHER TO MAINTAIN ALL WORK, MATERIALS, APPARATUS, AND
FIXTURES FROM INJURY OR DAMAGES. AT THE END OF THE DAY'S WORK, ALL NEW WORK LIKELY TO BE DAMAGED SHALL BE COVERED OR OTHERWISE PROTECTED AS REQUIRED.
21. MATERIALS STORED ON SITE SHALL BE PROTECTED FROM DAMAGE BY MOISTURE, WIND, SUN ABUSE, OR ANY OTHER HARMFUL EFFECTS.
22. ALL WORK TO BE FIRST RATE, HIGH QUALITY, AND ACCOMPLISHED IN A WORKMANLIKE MANNER BY SKILLED CRAFTSMAN USING ACCEPTED PRACTICES AND METHODS APPROPRIATE TO THE
TRADE INVOLVED.
23. EACH CONTRACTOR IS RESPONSIBLE FOR FIRST CLASS WORKMANSHIP AND WILL ASSUME ALL RESPONSIBILITY FOR THE CARE AND PROTECTION OF HIS OWN WORK AND MATERIALS FROM
DAMAGE. EACH SUBCONTRACTOR WILL REPAIR ANY DAMAGETO HIS OWN OR OTHER WORK CAUSED BY HIMSELF OR THOSE EMPLOYED BY HIM.
24. ALL GENERAL AND SUBCONTRACTORS WILL DELIVER TO THE OWNER, A COMPLETE RELEASE OF ALL LIENS ARISING OUT OF THIS CONTRACT AND/OR RECEIPTS IN FULL LIEU THEREOF
TOWARDS THEIR PARTIAL OR FINAL PAYMENT FOR WORK IN PLACE FOR THE OWNERS.
25. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR REMOVAL OF ALL DEBRIS ACCUMULATED BY EACH TRADE AND/OR SUBCONTRACTOR.
26. WHEN ALL WORK IS COMPLETED, THE GENERAL CONTRACTOR SHALL EMPLOY THE SERVICES OF A CLEANING SERVICE TO CLEAN AND WASH DOWN ALL INSTALLED EQUIPMENT, SERVICE
AREAS, ALONG WITH THE CLEANING OF ALL GLASS WINDOWS AND DOORS. COMPLETED WORK TO BE BROOM CLEAN.
27. THE GENERAL CONTRACTOR SHALL PROVIDE AND MAINTAIN ONE COMPLETE SET OF PRINTS OF ALL WORKING DRAWINGS. ON THIS SET, GENERAL CONTRACTOR SHALL PRINT IN PENCIL,
NEATLY AND ACCURATELY ANY CHANGES IN THE LOCATION AND TYPES OF PARTITIONS, WALLS, ELECTRICAL, MECHANICAL SERVICES, AND EQUIPMENT. THIS SET OF PRINTS SHALL BE
PRESENTED TO THE OWNER AT THE TIME OF FINAL COMPLETITION OF THE WORK BY THE OWNER.
28. THE CONTRACTOR WILL BE RESPONSIBLE FOR PROVING HIS OWN TELEPHONE, TOILET, WATER, AND ELECTRICITY FOR ALL PROJECT FUNCTIONS.
29. THE CONTRACTOR WILL BE RESPONSIBLE FOR PROVIDING ALL TAPS, EXTENSIONS, VALVES, OR OTHER DEVICES NECESSARY TO RUN POWER TOOLS AND EQUIPMENT. SUCH MODIFICATIONS
TO EXISTING UTILITIES MUST BE REMOVED AT COMPLETITION OF THE PROJECT.
30. THE GENERAL CONTRACTOR SHALL LIMIT THE INGRESS AND EGRESS OF MEAN AND EQUIPMENT OT THE CONSTRUCTION SITE TO AUTHORIZED PERSONS ONLY. DAMAGE TO ANY EXISTING
INTERIOR OR EXTERIOR CONSTRUCTION SHALL BE REPAIRED TO "LIKE NEW" CONDITION UNDER THIS CONTRACT.
31.
ARCHITECTURAL
PLANS
EX. ELEVATIONS
PLANS / SCHEDULES
EX. ELEVATIONS
NOTES
PLAN
LEVEL FRAMING PLAN
LEVE L
PLAN
PLAN
DETAILS
T.01 TITLE SHEET
AD.1 0 DEMOLITION
AD.40 DEMOLITION
A2.01 PROPOSED
A4.01 PROPOSED
STRUCTURAL
SO GENERAL
S 1 FOUNDATION
S2 BASEMENT
S3 MAIN / UPPER
FRAMING
S4 ROOF FRAMING
S5 STRUCTURAL
H E
\,
\
AI
C (�
/CO
/
C E TE
/ N 3 X
E
D
/
/
P P G W
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/
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I
/
I
/
/
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/
/
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I C P
Li]
0
SITE PLAN
ABBREVIATIONS
PROFESSIONALS
PROJECT DATA
CODE REVIEW
PROJECT NOTES
SYMBOLS
@p AT HB HOSE BIBB UNO UNLESS NOTED
q CENTER LINE HP HORSE POWER OTHERWISE
d PENNY HR HOUR VCT VINYL COMP.
0# POUND HTR HEATER TILE
L PERPENDICULAR HVAC HEATING/VENTI- VERT VERTICAL
ANGLE LATING/ A/C VGDF VERTICAL GRAIN
AB ANCHOR BOLT HW (R) HOT WATER (RETURN) DOUGLAS FIR
AC ASPHALTIC CONCRETE INV INVERT VTR VENT THRU ROOF
A/C AIR CONDITIONING LAM LAMINATE(D) W WEST
ALUM ALUMINUM LAV LAVATORY WC WATER CLOSET
ANOD ANODIZED LB LAG BOLT WH WATER HEATER
BD BOARD LC LAUNDRY CHUTE WP WATERPROOF
BLDG BUILDING LT LIGHT WS WOOD SCREW
BLK(G) BLOCK(ING) MAS MASONRY OR WATER
BN BOUNDARY NAILING MATL MATERIAL SOFTENER
BOT BOTTOM MAX MAXIMUM WWF WELDED WIRE
CB CATCH BASIN MB MACHINE BOLT FABRIC
CI CAST IRON MECH MECHANICAL W/ WITH
CJ CEILING JOIST MEMB MEMBRANE W/O WITHOUT
CLG CEILING MTL METAL
CLR CLEAR MFR MANUFACTURER
CMU CONCRETE MASONRY MIN MINIMUM
UNIT MISC MISCELLANEOUS
CO CLEAN OUT N NORTH
COL COLUMN (N) NEW
CONT CONTINUOUS NIC NOT IN CONTRACT
CSK COUNTERSINK NO / # NUMBER
DF DOUGLAS FIR NTS NOT TO SCALE
DIA DIAMETER OC ON CENTER
DN DOWN OH OVAL HEAD OR
DS DOWNSPOUT OVER HEAD
DWG DRAWING OPNG OPENING
E EAST PL PLATE OR PROP. LINE
(E) EXISTING PLAM PLASTIC LAMINATE
EA EACH PLAS PLASTER
EJ EXPANSION JOINT PLYWD PLYWOOD
ELEV ELEVATION P PAINT (NUMBER SEE SPECS)
EN EDGE NAIL PR PAIR
EQ EQUAL PTDF PRESSURE -TREATED
EQUIP EQUIPMENT DOUGLAS FIR
FAO FORCED AIR UNIT RH ROOF DRAIN
FBO FURNISHED BY OWNER RH ROUND HEAD
OR OTHERS, TO BE RM ROOM
INSTALLED BY ROUGH OPENING
CONTRACTOR RWD REDWOOD
FD FLOOR DRAIN SCHED SCHEDULE(D)
FE(C) FIRE EXTING.(+ CABINET) S SOUTH
FF FINISHED FLOOR SCH SCHEDULE
FG FINISHED GRADE SHTNG SHEATHING
FH FLAT HEAD SIM SIMILAR
FIN FINISH SMACNARE: THE ARCH SHEET
FL FLOW LEVEL METAL MANUAL
FLG FLASHING SPEC SPECIFICATION
FLR FLOOR SQ SQUARE
FN FIELD NAILING SSTL STAINLESS STEEL
FOC FACE OF CONCRETE STD STANDARD
FOF FACE OF FINISH STL STEEL
FOM FACE OF MASONRY TC TOP OF CURB OR
FOP FACE OF PLYWOOD TOP OF CONCRETE
FOS FACE OF STUD TCB TOP OF CATCH BASIN
FT FOOT OR FEET T&G TONGUE AND GROOVE
GA GAUGE TP TOP OF PAVING
GALV GALVANIZED TOW TOP OF WALL
GWB GYPSUM WALL BOARD TYP TYPICAL
ARCHITECTURAL DESIGNER: ARCHRYSALIS
309 GREYSTONE ROAD
CHARLOTTE NC 28209
704.807.2877
CONTACT: CHRISTOPHER WEBB
STRUCTURAL ENGINEER: INTELLIGENT DESIGN ENGINEERING
1945 J N PEASE PLACE
SUITE #204
CHARLOTTE NC 28262
704.604.9475 / 704.335.7200
CONTACT: CORBIN HOFFMAN
SURVEYOR: YARBROUGH-WILLIAMS & HOULE, INC.
PO BOX 1196
PINEVILLE NC 28134
740.556.1990
CONTACT:
OWNER:
PROJECT ADDRESS:
P.I.D. NUMBER:
OCCUPANCY GROUP:
CONSTRUCTION TYPE:
LOT:
MAPBOOK:
APPLICABLE CODES
FRONT SETBACK:
SIDE SETBACK:
REAR SETBACK:
MAXIMUM HEIGHT:
LOWER LAKE WYLIE WATERSHED
PROJECT DESCRIPTION
R
V
15
18
AND FRONT PORCH
AC)
ADDITION
DECKS = 1,787
167 SQ'
JD PARTNERS GROUP LLC
8274 GOLF RIDGE DR
CHARLOTTE NC 28277
3600 SADLER ROAD
CHARLOTTE NC 28208
11327105
USE: SFR
ZONE: R5
SECTION: 36 OF RECREATION LOTS
PAGE: 42
2018 NCRC, 2018 NCPC, 2018 NCMC, 2018 NEC
20'-0"
5' 0"
35' 0"
40'-0"
ADDITION TO EXISTING SINGLE FAMILY
= 135 SQ'
SQ'
ALL WORK UNDER THIS CONTRACT SHALL COMPLY WITH THE PROVISIONS OF THE DRAWINGS AND
SHALL SATISFY ALL APPLICABLE CODES, ORDINANCES, AND REGULATIONS OF ALL GOVERNING
BODIES INVOLVED. ANY MODIFCATIONS TO THE CONTRACT WORK REQUIRED BY SUCH AUTHORITIES
SHALL BE AT THE EXPENSE OF THE OWNER, SUBJECT TO THE RECEIPT OF AN AFFIDAVIT OR LETTER
FROM THE GOVERNING BODY AND OWNER'S PRIOR APPROVAL OF ANY ADDITIONAL COST TO BE
INCURRED. ALL PERMITS AND LICENSES NECESSARY FOR THE PROPER EXECUTION OF THE WORK
SHALL BE SECURED AND PAID FOR BY THE CONTRACTOR INVOLVED.
1. THESE DRAWINGS ARE SCOPE DOCUMENTS INDICATING THE GENERAL PROJECT DESIGN
CONCEPT, DIMENSIONS OF THE PROJECT, MAJOR ARCHITECTURAL ELEMENTS, AND BASIC
ORGANIZATION OF STRUCTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING SYSTEMS.
2. AS SCOPE DOCUMENTS, THESE DRAWINGS DO NOT NECESSARILY DESCRIBE OR INDICATE ALL
MATERIALS OR WORK REQUIRED FOR FULL PERFORMANCE AND COMPLETION OF THE
PROJECT. ON THE BASIS OF THE GENERAL SCOPE INDICATED OR DESCRIBED, THE
CONTRACTOR SHALL FURNISH ALL ITEMS REQUIRED FOR PROPER EXECUTION AND
COMPLETION OF THE PROPOSED PROJECT. THE OWNER IS NOT RESPONSIBLE FOR THE
FAILURE OF THE CONTRACTOR(S) TO EXECUTE NECESSARY WORK AND SUPPLY REQUIRED
MATERIALS FOR PROPER COMPLETION OF THIS PROJECT, AND MAKES NOT WARRANTY SAID
OR IMPLIED ON THESE CONSTRUCTION DOCUMENTS.
3. THE PLANS ARE INTENDED TO PROVIDE THE BASIC CONSTRUCTION INFORMATION NECESSARY
TO SUBSTANTIALLY BUILD THIS STRUCTURE. THESE PLANS MUST BE VERIFIED AND CHECKED
BY THE GENERAL CONTRACTOR OF THIS JOB PRIOR TO CONSTRUCTION. ANY ERRORS OR
OMISSIONS, IF FOUND, SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER. THE OWNER
AND CONTRACTOR WILL BE RESPONSIBLE FOR ANY MECHANICAL, ELECTRICAL, OR
STRUCTURAL; IF NEEDED. PRIOR THE START OF CONSTRUCTION, ALL FEDERAL, STATE, AND
LOCAL CODES, ORDINANCES &RESTRICTIONS, SHALL TAKE PRECEDENCE OVER ANY PART OF
THESE PLANS BUT MUST FIRST BE BROUGHT TO THE ATTENTION OF THE OWNER. THE OWNER
IS NOT RESPONSIBLE FOR ANY STRUCTURAL, CONSTRUCTION, FABRICATION, ELECTRICAL,
PLUMBING, MECHANICAL, CIVIL, OR LANDSCAPING FAILURES CONCERNING THIS PROJECT.
4. THE GENERAL CONTRACTOR TO PROVIDE CARBON MONOXIDE ALARMS IN ACCORDANCE WITH
SECTION 315.1
5. THE GENERAL CONTRACTOR TO PROVIDE SMOKE ALARMS AS REQUIRED FOR NEW DWELLING.
THE SMOKE ALARMS SHALL BE INTERCONNECTED AND HARDWIRED.
+4_
DATUM POINT, WORK POINT
0 WINDOW TYPE
O
O DOOR TYPE
1
4 2
AX.XX
3
INTERIOR
(DRAWING
SHEET
SECTION
(DRAWING
SHEET
ELEVATION
(DRAWING
SHEET
DETAIL
(DRAWING
SHEET
ELEVATION
NUMBER,
NUMBER)
REFERENCE
NUMBER,
NUMBER)
REFERENCE
NUMBER,
NUMBER)
REFERENCES
NUMBER,
NUMBER)
REVISION
AX.XX
1 KEYNOTE
0 REFERENCE, EQUIPMENT
P
AX.XX
1
K0 REFERENCE, PLUMBING FIXT.
lM
0 > REFERENCE, MECH. EQUIP.
ROOM NAME
AX.XX
1
101 ROOM NAME / NUMBER
AX.XX N.
HEIGHT
0" EXISTING GRADE MARKER
0
NEW GRADE MARKER; CLG.
/
arch
rysa
S
All ideas, designs, and plans indicated or
represented by these drawings are owned by and
are property ofArchrysalis. and were created
and developed for use in connection with the
specified project. None of such ideas, designs,
or plans shall be used for any purpose
without the written permission of
Archrysalis.
309 GREYSTONE ROAD
CHARLOTTE NC 28209
704.807.2877
[e-mail]
j
SADLER
3600 SADLER
CHARLOTTE
DATE
DESCRIPTION
R
ROAD
NC 28278
D
INTERIOR RENOVATION
HOME
LOT SIZE = 23,035 SQ' (0.552
PROPOSED COVERED PORCH
EXISTING HOME SIZE W/O
EXISTING DECKS SIZE =
VICINITY MAP
LAKE
WYLIE
/
I
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co
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VICINITY
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INTERSTATE 485
12.01.2021
CONSTRUCTION / PERMIT SET
SADLER ROAD
E
o
o
o
(- �
■ 0 1
TITLE
SHEET
W
Lu
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EXISTING DECK TO REMAIN
REMOVE EXISTING ROOF ABOVE
REMOVE EXISTING ROOF ABOVE
1 ,r
EXISTING STAIR TO REMAIN
-7
1c- =71
!== -
T
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REMOVE EXISTING FIREPLACE
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11
11
11
11
II
EXISTING STAIRCASE TO REMAIN
CUT OPENING FOR NEW SKYLIGHT
-�
1
REMOVE EXISTING FIREPLACE
CUT OPENING FOR NEW WINDOW; TYP.
%�\
1
1
UPPER LEVEL DEMOLITION PLAN /
SCALE 1 /4"=1'-0"
LOWER LEVEL DEMOLITION PLAN
JN
SCALE 1 /4"=1'-0"
DEMOLITION DEFINITIONS
1. REMOVE: UNLESS ITEMS ARE OTHERWISE INDICATED TO BE
REINSTALLED OR SALVAGED, REMOVE AND SCRAP.
2. REMOVE AND REINSTALL: REMOVE ITEMS INDICATED; CLEAN,
SERVICE, AND OTHERWISE PREPARE FOR SERVICE; REINSTALL
IN THE SAME LOCATION (OR IN THE LOCATION INDICATED).
3. REMOVE AND INSTALL NEW; REMOVE AN DISPOSE OF ITEMS
INDICATED AND INSTALL NEW ITEMS IN THE SAME LOCATION
(OR IN THE LOCATION INDICATED).
4. REMOVE AND SALVAGE; ITEMS INDICATED TO BE SALVAGED
WILL REMAIN THE OWNER'S PROPERTY. CAREFULLY REMOVE
AND CLEAN ITEMS INDICATED TO BE SALVAGED; PACK OR
CRATE TO PROTECT AGAINST DAMAGE; IDENTIFY CONTENTS
OF CONTAINERS; DELIVER TO THE LOCATION INDICATED.
5. REMOVE AND SCRAP; REMOVE AND DISPOSE OF ITEMS
INDICATED. ALL DEMOLISHED OR REMOVED ITEMS AND
MATERIALS SHALL BE CONSIDERED SCRAP, EXCEPT FOR
THOSE INDICATED TO REMAIN, THOSE INDICATED TO BE
REINSTALLED, AND THOSE INDICATED TO BE SALVAGED.
6. EXISTING TO REMAIN; CONSTRUCTION OR ITEMS INDICATED
TO REMAIN SHALL BE PROTECTED AGAINST DAMAGE DURING
DEMOLITION OPERATIONS. WHERE PRACTICABLE, AND WITH
THE ARCHITECT'S PERMISSION, THE CONTRACTOR MAY ELECT
TO REMOVE ITEMS TO A SUITABLE STORAGE LOCATION
DURING DEMOLITION AND THEN PROPERLY CLEAN AND
REINSTALL THE ITEMS.
7. VERIFY ALL DIMENSIONS IN FIELD AND NOTIFY OWNER OF ANY
DISCREPANCIES PRIOR TO CONSTUCTION.
8. CONTRACTOR TO EVALUATE THE CONDITION OF EXISTING
ROOF AND STRUCTURE AND ADVISE OWNER OF ANY
FORESEEABLE PROBLEMS OR ISSUES NECESSITATING REPAIR
OR REPLACEMENT
WALL LEGEND:
— — EXISTING WALL
— — TO BE REMOVED
/ WINDOW / DOOR / FIXTURE
TO REMAIN
EXISTING WALL
arch
rysa
S12.01.2021
All ideas, designs, and plans indicated or
represented by these drawings are owned by and
are property of Archrysalis. and were created
and developed for use in connection with the
specified project. None of such ideas, designs,
or plans shall be used for any purpose
whatsoever without the written permission of
Archrysalis.
309 GREYSTONE ROAD
CHARLOTTE NC 28209
704.807.2877
[e-mail]
jPLANS
SADLER
3600 SADLER
CHARLOTTE
DATE
DESCRIPTION
ROAD
NC 28278
RD
CONSTRUCTION / PERMIT SET
AD•10
DEMOLITION

EXISTING ROOF TO BE REMOVED
r1
L_J
r__E3__
REMOVE EXISTING FIREPLACE
SIDE ELEVATION (SOUTH) 04
SCALE 1/4"=1'-0"
REMOVE EXISTING FIREPLACE
/
ILJ LJI
Ire r�l
M
IN N N NI
ILJ LJI
REMOVE EXISTING FIREPLACE
EXISTING ROOF TO BE REMOVED
SIDE ELEVATION (NORTH) 03
SCALE 1/4"=1'-0"
CATAWBA ELEVATION (WEST) 02
SCALE 1/4"=1'-0"
REMOVE EXISTING FIREPLACE
ILJ LJI
Ir, rii
iri ril
N NN N
ILJ LJI
rr� 741
ILJ LJI
Ir, rii
iri ril
N NN N
ILJ LJI
rr==o rr=o rr=o rr==,
L -JL-JL-JL-J
Ir=1 rr=o rr=o rr=o
L —JL—JL—JL—J
Ir=1 rr=o rr=o rr=o
L —JL—JL—JL—J
Ir=1 rr=o rr=o rr=o
L -JL-JL-JL-J
CUT OPENING FOR NEW ENTRY
STREET ELEVATION (EAST) 0
SCALE 1/4"=1'-0"
DEMOLITION DEFINITIONS
1. REMOVE: UNLESS ITEMS ARE OTHERWISE INDICATED TO BE
REINSTALLED OR SALVAGED, REMOVE AND SCRAP.
2. REMOVE AND REINSTALL: REMOVE ITEMS INDICATED; CLEAN,
SERVICE, AND OTHERWISE PREPARE FOR SERVICE; REINSTALL
IN THE SAME LOCATION (OR IN THE LOCATION INDICATED).
3. REMOVE AND INSTALL NEW; REMOVE AN DISPOSE OF ITEMS
INDICATED AND INSTALL NEW ITEMS IN THE SAME LOCATION
(OR IN THE LOCATION INDICATED).
4. REMOVE AND SALVAGE; ITEMS INDICATED TO BE SALVAGED
WILL REMAIN THE OWNER'S PROPERTY. CAREFULLY REMOVE
AND CLEAN ITEMS INDICATED TO BE SALVAGED; PACK OR
CRATE TO PROTECT AGAINST DAMAGE; IDENTIFY CONTENTS
OF CONTAINERS; DELIVER TO THE LOCATION INDICATED.
5. REMOVE AND SCRAP; REMOVE AND DISPOSE OF ITEMS
INDICATED. ALL DEMOLISHED OR REMOVED ITEMS AND
MATERIALS SHALL BE CONSIDERED SCRAP, EXCEPT FOR
THOSE INDICATED TO REMAIN, THOSE INDICATED TO BE
REINSTALLED, AND THOSE INDICATED TO BE SALVAGED.
6. EXISTING TO REMAIN; CONSTRUCTION OR ITEMS INDICATED
TO REMAIN SHALL BE PROTECTED AGAINST DAMAGE DURING
DEMOLITION OPERATIONS. WHERE PRACTICABLE, AND WITH
THE ARCHITECT'S PERMISSION, THE CONTRACTOR MAY ELECT
TO REMOVE ITEMS TO A SUITABLE STORAGE LOCATION
DURING DEMOLITION AND THEN PROPERLY CLEAN AND
REINSTALL THE ITEMS.
7. VERIFY ALL DIMENSIONS IN FIELD AND NOTIFY OWNER OF ANY
DISCREPANCIES PRIOR TO CONSTUCTION.
8. CONTRACTOR TO EVALUATE THE CONDITION OF EXISTING
ROOF AND STRUCTURE AND ADVISE OWNER OF ANY
FORESEEABLE PROBLEMS OR ISSUES NECESSITATING REPAIR
OR REPLACEMENT
WALL LEGEND:
— — EXISTING WALL
— — TO BE REMOVED
/ WINDOW / DOOR / FIXTURE
TO REMAIN
EXISTING WALL
arch
rysa
S12.01.2021
All ideas, designs, and plans indicated or
represented by these drawings are owned by and
are property of Archrysalis. and were created
and developed for use in connection with the
specified project. None of such ideas, designs,
or plans shall be used for any purpose
whatsoever without the written permission of
Archrysalis.
309 GREYSTONE ROAD
CHARLOTTE NC 28209
704.807.2877
[e-mail]
jELEVATIONS
SADLER
3600 SADLER
CHARLOTTE
DATE
DESCRIPTION
ROAD
NC 28278
RD
CONSTRUCTION / PERMIT SET
AD•4O
DEMOLITION
EXTERIOR

01
WINDOW SCHEDULE
#
TYPE
LOCATION
WIDTH
HT.
FRAME
DEPTH
MFG.
SERIES/
STYLE
GLAZING
MATERIAL
FRAME
MATERIAL
FRAME
FINISH
OPERATION
REMARKS
101
A
KITCHEN #101
2'-8"
4'-0"
-
-
-
-
-
-
DOUBLE HUNG
102
A
ENTRY #102
2'-0"
4'-0"
DOUBLE HUNG
103
A
ENTRY #102
2'-0"
4'-0"
DOUBLE HUNG
104
A
LIVING ROOM #103
3'-0"
4'-0"
DOUBLE HUNG
105
A
LIVING ROOM #103
3'-0"
4'-0"
DOUBLE HUNG
106
A
BATHROOM #104
2'-0"
4'-0"
DOUBLE HUNG
107
A
BEDROOM #105
6'-0"
4'-0"
DOUBLE HUNG
108
A
LIVING ROOM #103
3'-0"
4'-0"
CASEMENT
NOTE: 1. ALL GLASS TO BE CLEAR UNLESS OTHERWISE NOTED.
2. GLAZING CONTRACTOR TO PROVIDE WINDOW FRAME FINISH AND GLASS SAMPLES FOR REVIEW BY DESIGNER PRIOR TO CONSTRUCTION.
3. ALL GLAZING NOTED AS 'TEMP.' TO BE TEMPERED GLASS.
4. SEE INTERIOR AND EXTERIOR ELEVATIONS FOR MORE INFORMATION
5. ALL GLAZING TO BE TEMPERED AS PER CODE REQUIREMNETS
6. VERIFY SIZE/LOCATION/OPERATION WITH DESIGNER PRIOR TO FRAMING & ORDERING
SKYLIGHTS
TYPE
LOCATION
INT
WIDTH
INT
HT.
MFG.
SERIES
SIZE CODE
OPERATION
REMARKS
SK01
A
FAMILY ROOM #201
46 1 /2"
46 1 /2"
VELUX
FCM
4646
FIXED
EXTERIOR DOORS - EPIr -
#
TYPE
LOCATION
WIDTH
HT.
THICK
MFG.
SERIES
DOOR
MATERIAL
SWING
DOOR
FINISH
HDWR.
SET
REMARKS
101
A
ENTRY #102
5-0"
9'-0"
-
-
-
-
LH
-
-
7-0" DOOR W/ 2'-0" CLERESTORY
102
B
LIVING ROOM #103
12'-0"
7-0"
LH
3'-0" DOOR W/ SIDELITES
103
B
DINING #103
12'-0"
7-0"
SLIDING
B01
B
MASTER BEDROOM #B01
6-6"
6-8"
SLIDING
NTERIOR
DOOR SCHEDULE
, ,
■
#
TYPE
LOCATION
WIDTH
HT.
THICK
MFG.
SERIES
DOOR
MATERIAL
SWING
DOOR
FINISH
HDWR.
SET
REMARKS
104
C
DINING #108
5-0"
6-8"
-
-
-
-
BI-FOLD
-
-
CLOSET DOOR
105
D
DINING #108
2'-8"
6-8"
LH
106
C
BEDROOM #203
5-0"
6-8"
BI-FOLD
CLOSET DOOR
107
D
BEDROOM #203
2'-8"
6-8"
LH
108
D
BATH #202
2'-8"
6-8"
RH
109
D
BEDROOM #105
2'-8"
6-8"
LH
110
D
BATH #104
2'-8"
6-8"
RH
111
C
BEDROOM #105
6-0"
6-8"
BI-FOLD
CLOSET DOOR
B02
E
CLOSET #B03
2'-8"
6-8"
SLIDNIG
POCKET DOOR
B03
D
BATH #B02
2'-8"
6-8"
RH
FAMILY
ROOM
MASTER
BEDROOM
NORTH
STAIR
106
LIVING
ROOM
///////// /////
UPPER LEVEL CONSTRUCTION PLAN /
SCALE 1 /4"=1'-0"
LOWER LEVEL CONSTRUCTION PLAN
♦
JN
SCALE 1 /4"=1'-0"
NOTES
1. EACH BEDROOM SHALL HAVE AT LEAST ONE WINDOW WHICH
CONFORMS TO THE EMERGENCY ESCAPE AND RESCUE OPENING
REQUIREMENTS LISTED IN R310
1.1. MIN. NET CLEAR OPENING OF 4 S.F.
1.2. MIN. NET CLEAR OPENING HEIGHT SHALL BE 22 INCHES
1.3. MIN. NET CLEAR OPENING WIDTH SHALL BE 20 INCHES
1.4. MIN. TOTAL GLAZING OF NOT LESS THAN 5 S.F. AT GROUND
FLOOR
1.5. MIN. TOTAL GLASING OF NOT LESS THAN 5.7 S.F. AT UPPER
FLOORS
1.6. MAX SILL HEIGHT OF 44 INCHES ABOVE FLOOR
2. CEILING JOISTS & WALL STUDS TO BE SHIFTED AS REQUIRED
TO MAINTAIN LIGHT AND WALL FEATURE LOCATIONS FOR
ALIGNMENTS AS PER PLANS
3. NOTIFY DESIGNER/CLIENT OF ANY INCONSISTANCIES BETWEEN
ARCHITECTURAL & STRUCTURAL DRAWINGS PRIOR TO
CONSTRUCTION
4. ALL DIMENSIONS PROVIDED TO FINSH
PLAN
LEGEND
CLERESTORY WINDOW ABOVE
(SEE WINDOW SCHEDULE)
/ OBJECT ABV.
DOOR (SEE DOOR SCHEDULE)
(SEE DOOR SCHEDULE)
/////////////// (N) WALL
(N) WALL W/
(N) WINDOW
LINE OF HEADER
//////////4 (N) POCKET
© (N) PIVOT DOOR
KEY
NOTES
EXISTING STAIR/DECK TO REMAIN. REPAIR AS REQUIRED PER
2018 NC RES. CODE
STEP AS REQUIRED PER FINISH ELEVATION; PER 2018 NC RES
CODE
EXISTING CMU WALLS TO BE FINISHED PER 2018 NC RES CODE
9 RISERS AT 7" W/ 11" RUN PER 2018 NC RES CODE
NEW ELECTRIC FIREPLACE
NEW VANITY, TOILET, AND TUB/SHOWER
LOW WALL; 36" ABOVE F.F. OF SECOND FLOOR
NEW ASPHALT SHINGLE ROOF; TYP.
NEW PERMEABLE CONCRETE GRASS BLOCK PAVERS
NEW CONCRETE SLAB/PORCH
EXISTING VINYL SIDING TO REMAIN. PATCH & REPAIR AS
REQUIRED
PAINT EXISTING CMU WALL
01
02
03
04
05
06
07
08
09
10
11
12
All
represented
are property
and
specified
or
whatsoever
jPLANS
rysa
arch
SADLER
3600 SADLER
CHARLOTTE
DATE
ROAD
NC 28278
DESCRIPTION
RD
I
'
12.01.2021
CONSTRUCTION / PERMIT SET
ideas, designs, and plans indicated or
by these drawings are owned by and
of Archrysalis. and were created
developed for use in connection with the
project. None of such ideas, designs,
plans shall be used for any purpose
without the written permission of
Archrysalis.
309 GREYSTONE ROAD
CHARLOTTE NC 28209
704.807.2877
[e-mail]
A2•
CONSTRUCTION
1
0

SIDE ELEVATION (SOUTH) 04 SIDE ELEVATION (NORTH) 03
SCALE 1/4"=1'-0" SCALE 1/4"=1'-0"
08
//
11
//
//
08
12
6
//
//
//
/
</ 0 1
\
/�
//
/
CATAWBA ELEVATION (WEST) 02
SCALE 1/4"=1'-0"
08
08
//
11
n
//
11
//
STREET ELEVATION (EAST) 0
SCALE 1/4"=1'-0"
KEY NOTES
01
02
03
04
05
06
07
08
09
10
11
12
EXISTING STAIR/DECK TO REMAIN. REPAIR AS REQUIRED PER
2018 NC RES. CODE
STEP AS REQUIRED PER FINISH ELEVATION; PER 2018 NC RES
CODE
EXISTING CMU WALLS TO BE FINISHED PER 2018 NC RES CODE
9 RISERS AT 7" W/ 11" RUN PER 2018 NC RES CODE
NEW ELECTRIC FIREPLACE
NEW VANITY, TOILET, AND TUB/SHOWER
LOW WALL; 36" ABOVE F.F. OF SECOND FLOOR
NEW ASPHALT SHINGLE ROOF; TYP.
NEW PERMEABLE CONCRETE GRASS BLOCK PAVERS
NEW CONCRETE SLAB/PORCH
EXISTING VINYL SIDING TO REMAIN. PATCH & REPAIR AS
REQUIRED
PAINT EXISTING CMU WALL
arch
rysa
i
All ideas, designs, and plans indicated or
represented by these drawings are owned by and
are property of Archrysalis. and were created
and developed for use in connection with the
specified project. None of such ideas, designs,
or plans shall be used for any purpose
whatsoever without the written permission of
Archrysalis.
309 GREYSTONE ROAD
CHARLOTTE NC 28209
704.807.2877
[e-mail]
SADLER RD
3600 SADLER ROAD
CHARLOTTE NC 28278
DATE
DESCRIPTION
12.01.2021
CONSTRUCTION / PERMIT SET
A4.01
PROPOSED
EXTERIOR ELEVATIONS

IMPORTANT!!: CONTRACTOR SHALL READ ALL APPLICABLE NOTES RELEVANT TO THE PLANS PRIOR TO
CONSTRUCTION.
DESIGN LOADS AND GENERAL :
1. DESIGN LOADS ARE ALL DEAD LOADS PLUS:
A. SLEEPING ROOMS 30 PSF
B. ALL OTHER FLOORS 40 PSF
C. BALCONIES 40 PSF
ATTIC FLOOR LIVE LOADING WITH THE FOLLOWING:
D. I.) AREA ACCESSIBLE BY STAIRS 30 PSF
E. II.) ROOF SLOPES > 3:12 20 PSF
F. III.) ROOF SLOPES < 3:12 10 PSF
G. ROOF LIVE LOAD 20 PSF
H. WIND LOAD 115 MPH (ULTIMATE) EXPOSURE B (ASCE7-10)
I. TILE FLOORS ARE ASSUMED TO BE CERAMIC OR PORCELAIN DESIGNED FOR AN ADDITIONAL 10PSF
DEAD LOAD AND L/360 DEFLECTION UNLESS OTHERWISE NOTED ON PLANS.
2. ALL DESIGNS ARE IN ACCORDANCE WITH NORTH CAROLINA RESIDENTIAL CODE, 2018 EDITION. REFER TO
THE RELEVANT CODE FOR ANY ADDITIONAL INFORMATION NOT COVERED IN THESE NOTES OR THE DESIGNS.
3. ENGINEERING DESIGN IS FOR STRUCTURAL INFORMATION ONLY. THE ENGINEER OF RECORD DOES NOT
ACCEPT RESPONSIBILITY FOR DIMENSION ERRORS, ARCHITECTURAL ERRORS, DETAILING OF
WATERPROOFING, PLUMBING, ELECTRICAL, MECHANICAL INFORMATION, OR CONSTRUCTION METHODS,
TECHNIQUES, SEQUENCES, OR PROCEDURES, OR ANY PART OF THE PLAN NOT RELEVANT TO THE
STRUCTURAL INFORMATION.
4. THE CONTRACTOR SHALL COMPARE THE STRUCTURAL DRAWINGS AND OTHER CONTRACT DRAWINGS AND
REPORT ANY DISCREPANCIES WITH THE PROJECT ENGINEER AND ARCHITECT PRIOR TO THE FABRICATION
AND INSTALLATION OF ANY STRUCTURAL MEMBERS.
5. THE GENERAL CONTRACTOR IS REQUIRED FOR PROVIDING ALL REQUIRED BRACING AND SHORING DURING
CONSTRUCTION TO MAINTAIN THE STABILITY AND SAFETY OF ALL STRUCTURAL ELEMENTS DURING THE
CONSTRUCTION PROCESS UNTIL THE STRUCTURE IS TIED TOGETHER AND COMPLETE.
6. WHERE CONFLICTS OCCUR BETWEEN GENERAL NOTES AND SPECIFICATIONS, THE MOST STRINGENT
REQUIREMENT SHALL APPLY.
7. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL SAFETY PRECAUTIONS
AND REGULATIONS DURING THE WORK. THE ENGINEER WILL NOT ADVISE NOR ISSUE DIRECTION AS TO
SAFETY PRECAUTIONS AND PROGRAMS.
8. LOADS APPLIED TO THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THE SAFE
LOAD -CARRYING CAPACITY OF THE STRUCTURAL MEMBERS. THE LIVE LOADS USED FOR THE DESIGN OF
THE STRUCTURE ARE INDICATED IN THE GENERAL NOTES. DO NOT APPLY ANY CONSTRUCTION LOADS
UNTIL STRUCTURAL FRAMING IS PROPERLY INSTALLED AND ALL TEMPORARY BRACING IS IN PLACE.
9. WHERE DIMENSIONS ARE NOT INDICATED, BEAMS ARE INTENDED TO ALIGN UNDER LOAD BEARING WALLS.
SEE THE ARCHITECTURAL PLANS FOR DIMENSIONS TO WALLS.
10. WHEN STEEL FRAMES ARE INDICATED ON THE PLANS, STEEL SHOP DRAWINGS SHALL BE SUBMITTED TO THE
ENGINEER FOR REVIEW PRIOR TO FABRICATION. CONTRACTOR SHALL REVIEW, APPROVE, AND SIGN EACH
SHEET PRIOR TO SUBMISSION. THE STRUCTURAL ENGINEER'S REVIEW SHALL BE FOR CONFORMANCE WITH
THE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH THE CONTRACT DOCUMENTS. THE ENGINEER'S
REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW, CHECK, AND
COORDINATE THE SHOP DRAWINGS PRIOR TO SUBMISSION. THE CONTRACTOR REMAINS SOLELY
RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF THE SHOP
DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, DIMENSIONS, ETC.
FOUNDATIONS:
1. SHALLOW FOUNDATIONS ARE DESIGNED FOR AN ASSUMED SOIL BEARING CAPACITY OF 2,000 PSF.
THE CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE ENGINEER OF RECORD IF ANY SOILS ARE
FOUND TO BE UNSUITABLE FOR THIS BEARING CAPACITY. THE CONTRACTOR IS RESPONSIBLE FOR
OBTAINING SOIL TESTING TO ENSURE THAT THE BEARING CAPACITY OF THE SOIL MEETS OR
EXCEEDS THIS VALUE.
2. ALL FILL IS TO BE COMPACTED TO 95% DENSITY AS MEASURED BY THE STANDARD PROCTOR TEST
(ASTM D-1557), OTHERWISE USE SELF -COMPACTING CLEAN WASHED #57 STONE.
3. ALL SOILS AND FILL UNDER FLOORS WITHIN AND/OR UNDER BUILDINGS SHALL HAVE
PRECONSTRUCTION SOIL TREATMENT FOR PROTECTION AGAINST TERMITES. CERTIFICATION OF
COMPLIANCE SHALL BE ISSUED TO THE BUILDING DEPARTMENT BYA LICENSED PEST CONTROL
COMPANY.
4. ALL FOOTING EXCAVATIONS SHALL BE NEAT, STRAIGHT, AND LEVEL IN THE PROPER ELEVATIONS TO
RECEIVE THE CONCRETE. EXCESSIVE VARIATIONS IN THE DIMENSIONS OF FOOTINGS OR SLAB WILL
NOT BE PERMITTED. REINFORCING STEEL AND MESH SHALL BE ACCURATELY PLACED AND
SUPPORTED TO MAINTAIN THEIR POSITION DURING THE CONCRETE POURING. EDGE FORMS SHALL
BE USED FOR CONCRETE THAT WILL BE EXPOSED.
5. ALL SLAB PENETRATIONS ARE TO BE THE RESPONSIBILITY OF THE CONTRACTOR. PENETRATIONS
INTERFERING WITH REINFORCING SHALL BE APPROVED BY THE ENGINEER OF RECORD PRIOR TO
THE PLACEMENT OF CONCRETE.
6. ELEVATION DIFFERENCE BETWEEN THE BOTTOM OF ADJACENT FOOTINGS SHALL BE LESS THAN
THEIR HORIZONTAL DISTANCE LESS ONE FOOT. (STEPPED FOOTING) DIFFERENTIAL HEIGHTS
BETWEEN FOOTINGS CAN BECOME EXCESSIVE USUALLY WHERE A PIER FOOTING IN A CRAWLSPACE
OR GARAGE FOOTING IS NEXT TO A BASEMENT WALL FOOTING.
7. SIZE OF INTERIOR CMU PIERS DEPEND ON HEIGHT AND LOADING. UNLESS OTHERWISE NOTED AS
LARGER, CMU PIERS SHALL BE:
PIER
8x16
8x16
12x16
12x16
16x16
16x16
FILL
HOLLOW
GROUTED
HOLLOW
GROUTED
HOLLOW
GROUTED
MAX. HEIGHT
32"
80"
48"
120"
64"
160"
CONCRETE FTG
24"x36"x10"
24"x36"x10"
24"x36"x10"
36"x36"x10"
36"x36"x10"
36"x36"x10"
*ALL HOLLOW PIERS AND WALLS TO HAVE TOP 8" GROUTED.
8. SHIMS USED BETWEEN MASONRY PIERS AND WOOD GIRDERS SHALL CONSIST OF EITHER SOLID
WOOD OR MULTIPLE STACKS OF STEEL SHIMS EQUAL IN WIDTH TO THE GIRDER AND FULLY CONTACT
AT LEAST 8" THE LENGTH OF THE PIER.
SPECIAL FOUNDATION CONSIDERATIONS:
1. FOR UNRESTRAINED RETAINING WALLS SEE SPECIAL DESIGNS ON DRAWINGS.
2. ANCHOR BOLTS SHALL BE INSTALLED AS REQUIRED BY CODE UNLESS OTHERWISE NOTED ON
THE PLANS. DO NOT USE FOUNDATION STRAPS IN BRICK VENEER. STRAPS ARE ONLY
ACCEPTABLE IN CONCRETE OR GROUT FILLED CMU AND MUST BE INSTALLED PER THE
MANUFACTURER'S INSTRUCTIONS. WHERE STANDARD ANCHOR BOLTS OR STRAPS ARE MISSED
OR NOT INSTALLED PROPERLY, A RETROFIT BOLT SUCH AS A SIMPSON Z' DIAMETER TITEN HD
BOLT OR EPDXY BOLT MAY BE USED IN ITS PLACE IN A MANNER APPROVED BY THE MANUF.
3. ALL REINFORCING STEEL WHEN SPECIFIED, SHALL BE LAPPED AT LEAST 24" AT SPLICES
4. WHERE PRE -EMBEDDED HOLD DOWN ANCHORS ARE SPECIFIED ON THE PLANS, INSPECTION BY
ENGINEER IS REQUIRED PRIOR TO POURING CONCRETE FOOTINGS.
5. THE TOPS OF ALL RESTRAINED BASEMENT WALLS SHALL EXTEND TO THE BOTTOM OF THE FLOOR
FRAMING SILL PLATE WHEN UNBALANCED FILL EXCEEDS 48".
6. RESTRAINED BASEMENT WALLS SHALL BE RESTRAINED AT THE TOP AND BOTTOM PRIOR TO
BACKFILLING.
FRAMING CONSTRUCTION - OTHER THAN ROOF:
1. SEE SECTION R602.3 (1) OF THE CODE FOR A GENERAL FASTENER SCHEDULE FOR
STRUCTURAL MEMBERS. ALL LIGHT GAUGE METAL CONNECTORS SPECIFIED ON THE PLAN
ARE DESIGNATIONS BY SIMPSON STRONG TIE. REFER TO SIMPSON'S PRODUCT MANUAL FOR
SIZES, SPECIFICATIONS, AND INSTALLATION INSTRUCTIONS. OTHER BRANDS MAY BE USED
PROVIDED THE CONNECTION IS EQUAL TO OR STRONGER THAN THAT SPECIFIED.
2. SUPPORT ALL FLOOR JOISTS WITH METAL HANGERS. 2X2 LEDGERS ARE ONLY ACCEPTABLE
FOR ATTIC JOISTS.
3. WOOD BEAMS SHALL BE SUPPORTED BY METAL HANGERS OF ADEQUATE CAPACITY WHERE
FRAMING INTO BEAMS OR LEDGERS. THE FOLLOWING HANGER SCHEDULE MAY BE USED
UNLESS NOTED OTHERWISE ON THE PLAN:
(2)
(2)
(3)
(2)
(2)
(2)
(2)
MEMBER SIZE SIMPSON HANGERS
2X8 LUS 28-2
2X10 LUS 210-2
2X8 OR (3) 2X10 LUS 28-3
2X12 LUS 210-2
13/4"X9%4"LVL HUS410
13/4"X11'/" LVL HUS412
13/4"X14"LVL HUS412
ALL TRIPLE LVLs HHUS 5.50/10
4. NOTE: FILL ALL HOLES IN MULTIPLE PLY BEAM HANGERS WITH 16d x 3%2" COMMON NAILS
(321"x 0.162") OR 16d x221' (21"x 0.162") NAILS UNLESS OTHERWISE SPECIFIED BY THE
MANUFACTURER. DO NOT BEND OR MODIFY THE HANGER OR USE INAPPROPRIATE
FASTENERS. DO NOT USE 10dX 1%2" "HANGER NAILS" UNLESS OTHERWISE NOTED ON THE
PLANS OR IN SITUATIONS WHERE ONLY 14" OR LESS OF WOOD IS PROVIDED TO NAIL INTO.
5. METAL HOLD-DOWN STRAPS SHALL BE INSTALLED OVER SHEATHING AND VISIBLE FOR
INSPECTION. FILL ALL HOLES IN METAL STRAPS WITH 16d SINKER NAILS (0.148"X 34").
6. ALL FRAMING LUMBER MAY BE SPF#2 OR SOUTHERN PINE #2 OR BETTER UNLESS NOTED
OTHERWISE.
7. ALL WALLS UP TO 10 FT. TALL SHALL BE 2X4 SPF#2 @ 16" O.C. UNLESS NOTED OTHERWISE ON
THE PLAN. TALLER WALLS SHALL COMPLY WITH TABLE R602.3(5) OF THE CODE OR AS NOTED
ON THE PLAN.
8. ALL EXTERIOR WALLS IN TWO STORY OR VAULTED ROOMS SHALL HAVE THE STUDS BALLOON
FRAMED CONTINUOUSLY BETWEEN THE FLOOR AND CEILING/ROOF DIAPHRAGMS.
9. LUMBER BEAMS TO HAVE SAME NUMBER OF SUPPORT STUDS AS THE NUMBER OF PLIES
UNLESS NOTED OTHERWISE.
10. FASTEN FIRST KING STUD TO LUMBER HEADER WITH AT LEAST THREE 16D COMMON NAILS
(321"X0.162") IN EACH PLY. EACH KING STUD PLY SHALL BE NAILED TO THE OTHER WITH TWO
ROWS OF 3"X0.131" NAILS SPACED AT 9" O.C. SEE R602.7.5 FOR NUMBER OF KING STUDS
REQUIRED IF NOT NOTED ON PLANS.
11. ALL LOAD -BEARING HEADERS ARE (2)2X8 SPF#2 DROPPED OR FLUSH DOUBLE PLY RIM BOARD
HEADERS WITH JOISTS CONNECTED TO HEADER WITH JOIST HANGERS UNLESS OTHERWISE
NOTED. FLUSH RIM BOARD HEADERS IN ACCORDANCE WITH R602.7.2 MAY BE USED AND ARE
GENERALLY RECOMMENDED WHEN POSSIBLE.
12. STEEL BEAMS MUST HAVE (5)-2X4 OR (4)-2X6 STUDS UNDER EACH END SUPPORT UNLESS
NOTED OTHERWISE.
13. "LVL" AND GLU-LAM BEAMS MUST HAVE ENOUGH STUDS TO SUPPORT ALL PLIES AT EACH END
WITH A MINIMUM OF (3)-2X4 OR (2)-2X6 STUDS UNDER EACH END UNLESS NOTED OTHERWISE.
14. ALL BEAMS AND HEADERS SHALL BE RESTRAINED AGAINST ROTATION AT THEIR ENDS BY
EITHER FRAMING JOISTS, BRACING, OR KING STUDS.
15. ALL BUILT-UP COLUMNS SHALL HAVE EACH PLY NAILED TO THE OTHER WITH TWO ROWS OF
3"X0.131" NAILS SPACED AT 9" ON CENTER OR HEADLOK SCREWS @ 9" O.C. THAT CAN
PENETRATE ALL PLIES. NAIL THE EXTERIOR SHEATHING OR INTERIOR GYPSUM TO EACH PLY
WITH FASTENERS SPACED AT 12" O.C.
16. WHERE THREE OR FOUR -PLY LVL BEAMS ARE SIDE -LOADED (JOISTS FRAME INTO THE SIDE AT
THE OUTSIDE PLIES), FASTEN ALL TRIPLE PLY LVLs TOGETHER WITH TWO ROWS OF 5" LONG
FLATLOK OR SIMPSON SDS SCREWS @ 16" O.C. AND FOUR PLY LVLs WITH TWO ROWS OF 63/4"
FLATLOK SCREWS @ 16" O.C. UNLESS NOTED OTHERWISE ON THE PLANS. THE SCREWS
SHALL BE LOCATED A MINIMUM OF 2" AND A MAXIMUM OF 3" FROM THE TOP OR BOTTOM OF
THE BEAM.
17. WHERE LVL BEAM HANGERS CONNECT TO A THREE OR FOUR PLY LVL MEMBER, THERE SHALL
BE AT LEAST ONE-HALF THE AMOUNT OF TRUSSLOK SCREWS ON EACH SIDE OF THE HANGER
AS THERE ARE NAIL HOLES IN THE HANGER FLANGE. SEE THE DETAIL ABOVE. SCREWS SHALL
BE KEPT TO A 2" GRID SPACING PATTERN WITH A MINIMUM 2" EDGE DISTANCE. TO AVOID
USING SCREW FASTENERS, A SOLID "PSL" BEAM OF EQUAL DIMENSIONS AND STRENGTH TO
THE BUILT-UP LVL BEAM MAY BE USED INSTEAD.
8 SCREWS (Z OF 15
ROUNDED UP).
FASTENERS MUST BE
LONG ENOUGH TO
PENETRATE ALL PLIES.
MULTI -PLY LVL CONNECTION AT HANGER EXAMPLE
18. STRUCTURAL COMPOSITE WOOD BEAMS MAY BE DRILLED FOR WIRING AND PLUMBING AS
SHOWN BELOW.
HOLE MAY BE
CUT IN SHADED
AREA
BEAM 'd'=HOLE
DEPTH DIAMETER
24"
MIN.
2d
MIN.
2"
MIN.
2Z' MIN.
EN
BEADRING
d=22" MAX FOR 9i" BEAM
d=4" MAX FOR 113" AND DEEPER BEAM
BEAM HOLE DETAIL
24"
24"
MIN. MIN.
INTERMEDIATE
BEARING
19. WHERE NON -LOAD BEARING PARTITIONS FALL BETWEEN FLOOR JOISTS OR TRUSSES, 2X4
LADDERS @ 24" O/C MUST BE PLACED PERPENDICULAR TO THE JOISTS TO SUPPORT THE
PLYWOOD DECKING. THE LADDERS SHALL BE SUPPORTED WITH A SIMPSON "Z" CLIP OR
SIMILAR DEVICE. A DOUBLE JOIST CAN ALSO BE USED AND IS ALLOWED TO BE SEPARATED 4"
MAX TO ALLOW FOR PLUMBING AND WIRING. WHERE THERE ARE NO OBSTRUCTIONS A
SINGLE JOIST CAN BE INSTALLED UNDER THE WALL.
20. ALL WOOD I -JOISTS AND OPEN WEB FLOOR TRUSSES MUST BE BRACED IN ACCORDANCE
WITH THE MANUFACTURER'S DIRECTIONS PLUS DETAILS SHOWN ON PLANS. LOAD -BEARING
PARTITIONS, JACKS, BEAMS AND COLUMN SUPPORTS MUST BE SOLID BLOCKED THROUGH
FLOOR. TRUSSES AND PLYWOOD CANNOT CARRY CONCENTRATED POINT LOADS. I -JOIST
MATERIAL SHOULD NOT BE USED AS BLOCKING UNDER CONCENTRATED POINT LOADS. ALL
POINT LOADS MUST BE CARRIED TO FOUNDATIONS WITH ADEQUATE BLOCKING AND/OR
BEAMS.
21. ALL STEEL COLUMNS SHALL BEAR ON CONCRETE, MASONRY, OR STEEL ONLY UNLESS
OTHERWISE NOTED. BEAMS THAT BEAR ON TOP OF STEEL COLUMNS SHALL BE WELDED TO
THE COLUMN.
22. ALL STRUCTURAL FRAMING LUMBER EXPOSED DIRECTLY TO THE WEATHER OR BEARING
DIRECTLY ON EXTERIOR MASONRY PIERS OR CONCRETE SHALL BE TREATED IN
ACCORDANCE WITH THE AWPA UC3B CATEGORY. ALL WOOD IN CONTACT WITH THE GROUND
IS TO CONFORM WITH THE AWPA UC4B CATEGORY. SEE SECTION R317.3.1 OF THE CODE FOR
APPROVED FASTENERS IN TREATED LUMBER.
23. ALL POINT LOADS FROM ROOF BRACES, JACK STUDS, BEAM SUPPORTS -WHETHER WOOD
OR STEEL -CANNOT BEAR ON SHEATHING ALONE. BLOCKING EQUAL TO OR BETTER THAN
THE POINT LOAD SUPPORTS ABOVE MUST BE CARRIED THROUGH ALL CONSTRUCTION TO
THE FOUNDATION.
24. ALL WALL SHEATHING SHALL BE 16" OSB OR 32" PLYWOOD ORIENTED LONG SIDE VERTICALLY.
FASTEN SHEATHING WITH 2i" X 0.113" GALVANIZED RING SHANK NAILS AT 6" O.C. ALONG
PANEL EDGES AND 12" O.C. ALONG INTERMEDIATE FRAMING UNLESS OTHERWISE NOTED.
CARE SHOULD BE TAKEN TO SET THE PNEUMATIC NAIL GUN AIR PRESSURE CORRECTLY SO
AS NOT TO OVERDRIVE THE NAILHEAD INTO THE SHEATHING. OTHER FASTENERS APPROVED
PER TABLE R602.3 (1&2) OF THE CODE MAY BE USED. PROVIDE 2X4 BLOCKING AT ALL
HORIZONTAL SEAMS TO PROVIDE EDGE NAILING FOR SHEATHING.
25. ALL ENGINEERED WOOD SHEAR WALLS AND PORTAL FRAMES REQUIRE INSPECTION OF
FASTENERS PRIOR TO CONCEALING THEM WITH HOUSEWRAP OR CLADDING. IT IS THE
CONTRACTORS RESPONSIBILITY TO CONTACT THE ENGINEER AT THE PROPER TIME TO
ALLOW FOR THIS VERIFICATION.
26. AT ALL STAIRS, EVERY STUD AT EACH STRINGER MUST BE NAILED TO EACH STRINGER WITH A
MINIMUM OF TWO (3"X 0.131") NAILS. THIS WILL AVOID CRACKING BETWEEN WALLBOARD AND
TOP OF BASE MOLDING DUE TO VERTICAL OSCILLATION OF STAIR STRINGERS.
27. ALL STAIRS ARE TO BE DESIGNED BY MANUFACTURER. THE SCOPE OF THIS ENGINEERED
DESIGN DOES NOT INCLUDE STAIR DESIGN. ALL "SELF SUPPORTING STAIRS" MUST BE
CONNECTED TO ADEQUATE FRAMING TO SUPPORT THE LOAD OF THE STAIR CASE. IT IS THE
STAIR MANUFACTURER'S RESPONSIBILITY TO PROVIDE THE E.O.R. WITH ALL POINT LOADS
PRIOR TO CONSTRUCTION. ALL STAIRS SHALL BE DESIGNED BY THE MANUFACTURER.
HEADERS AND LINTELS:
MASONRY LINTELS
1. SEE SECTION R703.8.3 FOR LINTEL SPAN REQUIREMENTS. WHEN SPANS EXCEED THE CODE'S
REQUIREMENTS, FASTEN L4"X4"X16" STEEL ANGLE TO WOOD HEADER WITH 21Y2)X4" GALVANIZED LAG
SCREWS @ 16"O.C. EXTEND ALL ANGLES 6" PAST OPENING TO BEAR ON MASONRY VENEER AT
ENDS.
2. WHEN STRUCTURAL STEEL BEAMS WITH BOTTOM PLATES ARE USED TO SUPPORT MASONRY, THE
BOTTOM PLATE MUST EXTEND THE FULL LENGTH OF THE STEEL BEAM. THIS PROVIDES SUPPORT
TO THE ENDS OF THE PLATE BY BEARING ON THE ADJACENT MASONRY JAMBS. THE BEAM SHOULD
BE TEMPORARILY SHORED PRIOR TO LAYING THE MASONRY. THE SHORING MAY BE REMOVED FIVE
DAYS AFTER LAYING THE MASONRY.
3. ALL BRICK VENEER OVER LOWER ROOFS (BRICK CLIMBS) MUST HAVE A STRUCTURAL ANGLE
FASTENED TO AN ADJACENT STUD WALL IN ACCORDANCE WITH SECTION R703.8.2.1 OF THE CODE
OR THE DETAIL ON THE PLAN, WITH STEEL BRICK STOPS TO PREVENT SLIDING OF BRICK.
4. ALL "SELF-SUPPORTING MASONRY ARCHES" TO BE DESIGNED AND INSTALLED PER MASONRY
CONTRACTOR.
ROOF CONSTRUCTION:
1. IN ADDITION TO THE CODE'S FASTENER SCHEDULE, UNLESS NOTED OTHERWISE ON THE PLAN,
INSTALL SIMPSON SDWC15600 SCREWS OR H1 OR H2.5A HURRICANE CLIPS AT THE ENDS OF THE
RAFTERS WHERE THEY BEAR ON THE WALL PLATE @ 48" O.C. ON OPEN ROOF AREAS, SUCH AS
PORCHES, INSTALL SIMPSON CONNECTOR AT EACH RAFTER. FASTEN HURRICANE CLIPS TO THE
OUTSIDE OF THE WALL PLATE WITH 8d COMMON NAILS AND TO THE RAFTER OR TRUSS WITH 8dX12'
NAILS. INSTALLING OVER WALL SHEATHING IS ACCEPTABLE.
2. ALL ROOF TRUSSES MUST BE INSTALLED IN ACCORDANCE WITH TRUSS MANUFACTURERS'
REQUIREMENTS. TRUSS DESIGNS AND LAYOUT SHALL BE SUBMITTED TO ENGINEER OF RECORD FOR
APPROVAL. CONNECTIONS TO RESIST UPLIFT SHALL BE INSTALLED WHERE REQUIRED. WHEN ROOF
TRUSS MANUFACTURERS DO NOT PROVIDE THE REQUIRED CONNECTORS, IT IS THE RESPONSIBILITY
OF THE CONTRACTOR TO NOTIFY THE ROOF TRUSS ENGINEER OR THE ENGINEER OF RECORD TO
PROVIDE AN ADEQUATE CONNECTOR. WHEN NO CONNECTIONS ARE REQUIRED BY THE
MANUFACTURER INSTALL SIMPSON H1 OR H2.5A CONNECTORS AT EACH END OF THE TRUSS AS A
MINIMUM.
3. HORIZONTAL COMPRESSION CHORD BRACING SHALL BE ADEQUATELY CONNECTED AT THE GABLE
WALL ENDS OR WITH DIAGONAL BRACING AT ENDS TO RESTRAIN BRACE FORCE. BRACING DETAILING
SHALL BE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER.
4. UNLESS OTHERWISE NOTED ON THE PLANS, RAFTERS SHALL BE 2X6 SPF#2 @ 16" 0/C FOR SHINGLES
WITH 16" OSB SHEATHING WITH ONE LAYER OF 15# FELT UNLESS NOTED OTHERWISE. THEY ARE TO BE
CUT INTO HIPS, RIDGES, ETC., UNLESS NOTED OTHERWISE. TILE, SLATE AND OTHER HEAVY ROOF
COVERINGS SHALL USE 2X8 SPF#2 @ 16" 0/C WITH y" MINIMUM SHEATHING WITH (2) LAYERS OF 15#
FELT, OR AS RECOMMENDED BY THE ROOF COVERING MANUFACTURER.
5. ALL RAFTERS FRAMING INTO STRUCTURAL RIDGE BEAMS (RIDGES WITHOUT CEILING TIES), SHALL BE
CONNECTED WITH THREE 3"X 0.131" TOE -NAILS FOR SPANS UP TO 8 FT. AND A SIMPSON LRU28
HANGER OR A34 BRACKET FOR SPANS GREATER THAN 8 FT.
6. VAULTED CEILINGS REQUIRE SPECIAL RAFTER TIES OR A STRUCTURAL RIDGE BEAM PER THE PLANS.
ALL HIPS, VALLEYS, AND RIDGES ARE 2X10 SPF#2 UNLESS NOTED OTHERWISE.
7. ALL "HOGS" SHALL BE COMPOSED OF TWO 2X6'S OR TWO 2X8'S, AS INDICATED ON THE PLAN. THE
BOARDS SHALL BE FASTENED TOGETHER AT THEIR ENDS WITH 3"X0.131" NAILS AT 4" ON CENTER TO
FORM AN "L" SHAPE. SEE THE DETAIL BELOW.
8. RAFTERS MAY BE SPLICED OVER HOGS. SPLICE RAFTER HOGS ONLY AT A ROOF BRACE.
9. GABLE END WALLS WHERE GREATER THAN 6 FT. TALL MUST BE BRACED PARALLEL TO RIDGES WITH A
MINIMUM OF 2X6 DIAGONAL BRACES @ 6 FT. O.C. ALONG THE GABLE WALL TO INTERIOR CEILING
JOISTS. BRACES TO BEAR ON 2X6 HOGS AND TO THE GABLE WALL AT APPROXIMATELY MID -HEIGHT.
10. WHERE CEILING JOISTS RUN PARALLEL TO GABLE WALLS, INSTALL 2X4X6FT. LONG STRONGBACKS
FLATWISE SPACED AT 6 FT. ON CENTER TYING TO THE TOPS OF EACH CROSSING CEILING JOIST WITH
3-10d NAILS AND TO THE GABLE WALL.
11. ALL ROOF BRACES MUST HAVE A STUD FROM PLATE THROUGH ALL FLOORS TO THE FOUNDATION OR
SUPPORTING BEAM BELOW. NO BRACES SHALL BE ATTACHED TO TOP WALL PLATE WITHOUT STUDS
DIRECTLY UNDER THEM.
WHEN >26° (2V:1H)
ATTACH ROOF
BRACE WITH
SIMPSON A34
BRACKET AT BASE
RAFTER HOG DETAIL
ROOF PLAN LEGEND:
HOG
ROOF BRACE (2)2X4
< 7 FT., (2)2X6 > 7 FT.
A. ® INDICATES LOCATION OF ROOF BRACE POINT AT RAFTER LEVEL.
B. ®-BARROW AWAY FROM THE BRACE POINT INDICATES DIRECTION OF ROOF BRACE TO PARTITION,
BEAM, OR OTHER BRACE POINT BELOW.
C. BARROW INTO BRACE POINT INDICATES A VERTICAL OR ALMOST VERTICAL ROOF BRACE TO
PARTITION, BEAM, OR OTHER BRACE POINT BELOW.
D. ROOF BRACES UNDER 7'-0" ARE 2-2X4 NAILED WITH 3"X 0.131"NAILS @ 6" O.C. VERTICALLY FROM TOP
TO BOTTOM. BRACES LONGER THAN 7'-0" SHALL CONSIST OF (2)2X6 T-BRACES. BRACES LONGER THAN
12 FT. MUST BE BRACED HORIZONTALLY IN TWO DIRECTIONS AT MID -HEIGHT.
CONNECT BOTTOMS OF ALL BRACES THAT ARE NOT WITHIN 26° FROM VERTICAL TO BEAMS OR WALLS
WITH ONE SIMPSON A34 BRACKET.
MATERIALS SPECIFICATIONS:
CONCRETE GENERAL NOTES:
1. EXCEPT WHERE OTHERWISE NOTED, FOR ALL CONCRETE, THE PROPORTIONS OF CEMENT,
AGGREGATE, AND WATER TO ATTAIN REQUIRED PLASTICITY AND COMPRESSIVE STRENGTH
SHALL BE IN ACCORDANCE WITH ACI 318 CODE. CONCRETE SHALL BE 3,000 PSI IN 28 DAYS
FOR FOOTINGS, WALLS, BEAMS, COLUMNS AND SLABS, UNLESS NOTED OTHERWISE.
2. BEFORE PLACING CONCRETE, ALL DEBRIS, WATER AND OTHER DELETERIOUS MATERIAL
SHALL BE REMOVED FROM THE PLACES TO BE OCCUPIED BY THE CONCRETE. THE PLACING
OF ALL CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318 AND ASTM C94 REQUIREMENTS.
CONCRETE SHALL BE RAPIDLY HANDLED FROM THE MIXER TO FORMS AND DEPOSITED AS
NEARLY AS POSSIBLE TO ITS FINAL POSITION TO AVOID SEGREGATION DUE TO REHANDLING.
CONCRETE TO BE SPADED AND WORKED BY HAND AND VIBRATED TO ASSURE CLOSE
CONTACT WITH ALL SURFACES OF FORMS AND REINFORCING STEEL AND LEVELED OFF AT
PROPER GRADE TO RECEIVE FINISH. ALL CONCRETE SHALL BE PLACED UPON CLEAN, DAMP
SURFACES. VIBRATION SHALL BE APPLIED DIRECTLY TO THE CONCRETE AND SHALL BE
SUFFICIENT TO CAUSE FLOW OF SETTLEMENT BUT NOT LONG ENOUGH TO CAUSE
SEGREGATION OF THE MIX.
3. SLAB ON GRADE SHALL BE REINFORCED WITH 6X6, W1.4XW1.4 WELDED WIRE FABRIC OR
FIBERMESH SYNTHETIC FIBERS - FIBRILLATED POLYPROPYLENE FIBERS ENGINEERED AND
DESIGNED FOR USE IN CONCRETE, COMPLYING WITH ASTM C 1116, TYPE III, 3/4" LONG
MAXIMUM, UNIFORMLY DISPERSED IN CONCRETE MIX AT MANUFACTURER'S RECOMMENDED
RATE, BUT NOT LESS THAN 1.5 Ib/CUBIC YARD.
4. CONSTRUCTION JOINTS SHALL BE LOCATED IN ACCORDANCE WITH ACI 301. ALL
REINFORCING STEEL SHALL BE CONTINUOUS ACROSS JOINTS. IN SLABS ON GRADE, SAW
CONTRACTION JOINTS SHALL NOT BE OVER 12 FEET CENTER TO CENTER EACH WAY. JOINTS
SHALL BE SAWN A DEPTH OF ONE-THIRD OF THE SLAB THICKNESS. SAWING OF THE JOINTS
SHALL COMMENCE AS SOON AS THE CONCRETE HAS HARDENED SUFFICIENTLY TO PERMIT
SAWING WITHOUT EXCESSIVE RAVELING. FILL THE SAW CUTS WITH APPROVED JOINT FILLER
AFTER THE CONCRETE HAS CURED.
5. CONCRETE, WHEN DEPOSITED, SHALL HAVE A TEMPERATURE NOT BELOW 50° F AND NOT
ABOVE 90° F. THE METHODS AND RECOMMENDED PRACTICES AS DESCRIBED IN ACI 306
SHALL BE FOLLOWED FOR COLD WEATHER CONCRETING AND ACI 305 FOR HOT WEATHER
CONCRETING.
6. FRESHLY PLACED CONCRETE SHALL BE PROTECTED FROM PREMATURE DRYING BY ONE OF
THE FOLLOWING METHODS:
• PONDING OR CONTINUOUS SPRINKLING
• ABSORPTIVE MAT OR FABRIC KEPT CONTINUOUSLY WET
• WATERPROOF PAPER CONFORMING TO ASTM C171
• APPLICATION OF AN APPROVED CHEMICAL CURING COMPOUND
7. THE CURING SHALL CONTINUE UNTIL THE CUMULATIVE NUMBER OF DAYS WHEN THE
AMBIENT TEMPERATURE ABOVE 50° F HAS TOTALED SEVEN. DURING CURING, THE
CONCRETE SHALL BE PROTECTED FROM ANY MECHANICAL INJURY, LOAD STRESSES,
SHOCK, VIBRATION, OR DAMAGE TO FINISHED SURFACES.
8. REINFORCING STEEL BARS SHALL BE DEFORMED IN ACCORDANCE WITH ASTM A305 AND OR
A408 AND FORMED OF ASTM A615-78 GRADE 60 STEEL. WELDED WIRE FABRIC REINFORCING
TO BE ASTM A185 STEEL WIRE. ACCESSORIES SHALL CONFORM TO THE CRSI "MANUAL OF
STANDARD PRACTICE." THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED
OVER REINFORCING BARS:
• EXPOSED TO EARTH 3"
• EXPOSED TO WEATHER 1%"
• SLABS NOT EXPOSED TO WEATHER 3/4"
• BEAMS AND COLUMNS 1%"
MASONRY GENERAL NOTES:
9. MASONRY WALLS ARE TO BE OF THE SIZES AND IN THE LOCATIONS SHOWN ON THE
PLANS AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF ACI
530.
10. HOLLOW LOAD BEARING UNITS: ASTM C90 MADE WITH LIGHTWEIGHT OR NORMAL
WEIGHT AGGREGATES. GRADE N-I UNITS SHALL BE PROVIDED FOR EXTERIOR AND
FOUNDATION WALLS. GRADE N-I OR S-I UNITS SHALL BE PROVIDED FOR OTHER
LOAD -BEARING WALLS OR PARTITIONS.
11. CONCRETE BUILDING BRICK: ASTM C55 MADE WITH LIGHTWEIGHT OR NORMAL
AGGREGATES, GRADE N-I OR S-I EXCEPT THAT BRICK EXPOSED TO WEATHER SHALL BE
N-I.
12. MORTAR: ASTM C270-95, TYPE S PREPACKAGED MORTAR MIX WHICH SHALL NOT
CONTAIN ANY NON-CEMENTITIOUS FILLERS COMBINED WITH NOT MORE THAN THREE
PARTS SAND PER ONE PART MIX.
13. REINFORCING STEEL: ASTM A615 GRADE 60 STEEL DEFORMED BARS WHERE INDICATED
ON THE PLANS. WHERE REINFORCING BARS ARE INSTALLED IN THE CELLS OF
CONCRETE MASONRY UNITS, THEY SHALL BE SECURED WITH WIRE TIES AT INTERVALS
NOT EXCEEDING 24" O/C TO MAINTAIN THE BARS LOCATION IN THE CELL. THE
TOLERANCE FOR SPACING OF VERTICAL BARS IS ±2 INCHES ALONG THE LENGTH OF THE
WALL. THE TOLERANCE FOR THE DISTANCE BETWEEN THE FACE OF THE CONCRETE
MASONRY UNIT AND THE CENTER OF THE BAR SHALL NOT EXCEED±%".
14. MORTAR PROTRUSION SHALL BE LESS THAN %2'. A PROTRUSION OF %2" OR GREATER
MUST BE REMOVED BEFORE GROUTING.
15. HORIZONTAL JOINT REINFORCEMENT: ASTM A82 FABRICATED FROM COLD DRAWN STEEL
WIRE AND HOT DIP ZINC COATED (ASTM A153). IT SHALL CONSIST OF TWO OR MORE
PARALLEL, LONGITUDINAL WIRES 0.1875" IN DIAMETER WITH WELD -CONNECTED CROSS
WIRES 0.1483" IN DIAMETER AT A MAXIMUM OF 16" O/C. JOINT REINFORCEMENT IS TO BE
INSTALLED IN EVERY OTHER COURSE AND IN THE FIRST TWO COURSES AT THE BOTTOM
AND TOP OF WALL OPENINGS AND SHALL EXTEND NOT LESS THAN 24" PAST THE
OPENING. SPLICES SHALL OVERLAP NOT LESS THAN 12".
16. EXECUTION: MASONRY UNITS SHALL BE LAID IN A RUNNING BOND PATTERN UNLESS
NOTED OTHERWISE. THE WALLS SHALL BE CARRIED UP LEVEL AND PLUMB WITHIN THE
TOLERANCES SPECIFIED IN ACI 530.1-88, SECTION 2.3.3.2. IF NONSTANDARD DIMENSIONS
ARE ENCOUNTERED, BLOCK SHALL BE CUT WITH A MASONRY SAW TO FIT, NOT BY
STRETCHING OR SHRINKING JOINTS. UNFINISHED WORK SHALL BE STEPPED BACK FOR
JOINING WITH NEW WORK. TOOTHING WILL NOT BE PERMITTED EXCEPT WHERE
SPECIFICALLY APPROVED. DAMAGED UNITS ARE TO BE CUT OUT AND NEW UNITS SET IN
PLACE.
17. THE FILLED CELLS AND BOND BEAM BLOCKS OF REINFORCED MASONRY WALLS ARE TO
BE FILLED WITH ASTM C476-91, GROUT FOR MASONRY WITH MINIMUM COMPRESSIVE
STRESS OF 2,000 PSI AND SLUMP RANGE OF 8" TO 11". THE OUTSIDE FACE OF THE
BOTTOM BLOCK OF EACH REINFORCED CELL IS TO BE BROKEN OUT FOR INSPECTION OF
REINFORCING AND CLEAN OUT OF MORTAR DROPPINGS IN CELL. THE GROUT IS TO BE
PUMPED INTO THE CELL IN MAXIMUM 5' LIFTS AND IMMEDIATELY VIBRATED TO MINIMIZE
ANY VOIDING OF THE GROUT. RECONSOLIDATE EACH LIFT BY VIBRATING SEVERAL
INCHES INTO THE PRECEDING LIFT BEFORE PLASTICITY IS LOST. RECONSOLIDATE THE
TOP LIFT AND FILL WITH GROUT ANY SPACE LEFT BY SETTLEMENT SHRINKAGE.
LUMBER GENERAL NOTES:
18. ALL COMMON FRAMING LUMBER IS TO MEET THE FOLLOWING MINIMUM SPECIFICATIONS
AT 19% MOISTURE CONTENT:
MATERIAL #2 SOUTHERN PINE #2 SPRUCE
Fb (psi) 800 875
Ft (psi) 475 450
Fc (psi) 565 425
E (ksi) 1400 1400
19. ALL STRUCTURAL COMPOSITE LUMBER (LVL, LSL, PSL) IS TO MEET THE FOLLOWING
MINIMUM SPECIFICATIONS:
GIRDERS AND BEAMS (LVL, PSL)
Fb (psi) 2600
Ft (psi) 2510
Fc (psi) 750
E (ksi) 2000
COLUMNS (LSL) & RIMBOARDS
1700
1400
400
1300
20. ALL GLUE LAMINATED TIMBER (GLU-LAM) IS TO MEET THE FOLLOWING MINIMUM
SPECIFICATIONS:
Fb
Ft
FcPERP
E
(psi)
(psi)
(psi)
(ksi)
STEEL GENERAL NOTES:
GIRDERS AND BEAMS
2400
1700
740
1800
COLUMNS
1600
1550
560
1500
21. ALL W-SHAPE STRUCTURAL STEEL SHALL BE ASTM A992. SQUARE OR RECTANGULAR HSS
SHAPES SHALL CONFORM TO ASTM A-500. GRADE B, ROUND HSS SHAPES SHALL CONFORM
TO ASTM A-500; GRADE B, STRUCTURAL STEEL PIPE COLUMNS SHALL CONFORM TO ASTM
A-501 OR ASTM A-53; TYPE E OR S, GRADE B. ALL OTHER STRUCTURAL SHAPES SHALL BE
ASTM A-36. DESIGN, DETAILING, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE
WITH THE AISC CODE AND DETAILING MANUAL. NO STRUCTURAL MEMBERS SHALL BE
SPLICED EXCEPT AS SHOWN ON APPROVED SHOP DRAWINGS.
22. UNLESS OTHERWISE NOTED, ALL WELDS SHALL BE FILLET TYPE WITH A MINIMUM %6" LEG.
WELDING ELECTRODES SHALL BE E70XX TYPE HAVING A MINIMUM ULTIMATE STRENGTH OF
70,000 PSI. WELDING WORK AND MATERIALS SHALL CONFORM TO THE AMERICAN WELDING
SOCIETY WELDING CODE (AWS D.1).
23. BOLTED CONNECTIONS SHALL INCLUDE HIGH STRENGTH BOLTS CONFORMING TO ASTM A325.
FOUNDATION ANCHOR BOLTS OR TIE RODS SHALL CONFORM TO ASTM A36 HAVING A
MINIMUM YIELD STRENGTH OF 36,000 PSI.
24. THE WEBS OF STEEL BEAMS THAT HAVE MEMBERS FRAMING INTO THEM MUST BE PACKED
OUT WITH 2X MEMBERS CUT TO FIT SECURELY BETWEEN THE FLANGES. THE BLOCKING IS
TO BE SECURED TO THE STEEL BEAM WITH Z' DIAMETER BOLTS AT 24" ON CENTER
STAGGERED OR OTHER PNEUMATIC FASTENERS OR SELF DRILLING SCREWS OF EQUAL
STRENGTH. MEMBERS FRAMING INTO THE STEEL BEAMS MUST BE SECURED WITH PROPER
HANGERS. 2X2 LEDGERS ARE ACCEPTABLE ONLY FOR ATTIC JOISTS.
25. UNLESS OTHERWISE NOTED ON THE PLAN, ALL STEEL COLUMNS THAT BEAR ON MASONRY
OR CONCRETE SHALL BE CENTERED ON A SQUARE Z' THICK BASE PLATE LARGE ENOUGH TO
CONTAIN FOUR Z' DIAMETER BOLTS WITH A 121' EDGE DISTANCE FROM THE CENTER OF THE
BOLT TO THE EDGE OF THE PLATE AND FROM THE CENTER OF THE BOLT TO THE EDGE OF
THE COLUMN. EMBED BOLTS 7" MINIMUM.
26. FABRICATOR IS RESPONSIBLE FOR THE DESIGN OF THE CONNECTIONS SHOWN ON THE
STRUCTURAL DRAWINGS. GENERALLY, CONNECTIONS SHOWN ON THE STRUCTURAL
DRAWINGS ARE SCHEMATIC AND ARE INTENDED TO SHOW THE RELATIONSHIP OF THE
MEMBERS. CONNECTIONS SHALL BE DESIGNED FOR ONE HALF (1/2) THE ALLOWABLE LOAD
ON THE MEMBER, USING THE ASIC "ALLOWABLE UNIFORM LOAD TABLES" WITH GIVEN BEAM
SPAN, OR FOR THE REACTIONS SHOWN ON THE CONTRACT STRUCTURAL DRAWINGS OR A
MINIMUM OF 10 KIPS, WHICHEVER IS GREATEST. MEMBER FORCES AND REACTIONS HAVE
BEEN REDUCED IN CONFORMANCE TO CODE PROVISIONS RELATED TO COMBINATIONS OF
LOADINGS THAT INCLUDE WIND AND SEISMIC FORCES. NO FURTHER REDUCTIONS IN
FORCES OR INCREASE IN ALLOWABLE STRESSES IS PERMITTED. CONNECTIONS MAY BE
BOLTED OR WELDED UNLESS NOTED OTHERWISE.
27. ALL SHOP AND FIELD WELDING SHALL BE BYA CERTIFIED WELDER AND SHALL CONFORM TO
AWS STANDARDS.
16
1 945 J N PEASE PLACE, SUITE #204
CHARLOTTE, NC 2B262
CORPORATE LICENSE #: C-31 1 B
PHONE: [phone]
SEAL
ty y lrrri JJ
'4 `. SSip..
Q
SEAL
48941 i :
FOR STRUCTURAL ONLY
For structural questions:
Cameron Lober
(704)-877-9093
3600 Sadler Road
Charlotte, NC 28278
ara
Noi
Drawn: 12/1/2021
S 0
COPYRIGHT 2021 - PROPERTY OF INTELLIGENT DESIGN ENGINEERING P.C.

CONTRACTOR TO
VERIFY/ADD
16"x16"x8"
CONCRETE
FOOTING
GROUT ACROSS MASONRY GAP
AND SECURE AT TOP OF
MASONRY WALL w/ SIMPSON
MSTAM24 MASONRY STRAP w/
GFCMU TITEN SCREWS
VERIFY MIN. 8x16
MASONRY PIER OVER MIN.
20"x20"x8" CONCRETE
FOOTING
r
L_
1
L
3'-23
I�
DECK NOT IN SCOPE OF WORK
•
16,-73"
eto
NEW 8" CMU FOUNDATION
WALL OVER CONT.
CONCRETE FOOTING PER
DETAIL 1/S5
X
L-
-711
•
NEW 4" CONC SLAB W/ 6X6 io W.W.M.
O/ 6 MIL POLY VAPOR BARRIER 0/ 4"
POUROUS STONE 0/ COMPACTED FILL
L
11 I
FOOTING
CONNX.
/Xi/
S5
EXISTING 8" CMU
FOUNDATION
WALL (TYP. )
111v/ / //
V/\,/ •/x
CONTRACTOR TO
VERIFY MIN. 18"x8"
CONT. CONCRETE
FOOTING (TYP.)
r
'›\1
CUT BACK EXISTING MASONRY
FOUNDATION WALL AND
MASONRY LINTEL FOR NEW
DOOR OPENING
POUR NEW 4" CONC SLAB W/
6X6 io W.W.M. O/ 6 MIL POLY
VAPOR BARRIER O/ #57 STONE
0/ COMPACTED FILL w/ MIN.
2000 PSF BEARING CAPACITY
1
N-
0
1
CUT BACK SLAB AND
FILL TO BUILD NEW
RETAINING WALL AND
FILL OVERCUT w/ #57
STONE
FOOTING
CONNX.
•
CONTRACTOR TO VERIFY
MIN. 2000 PSF SOIL
COMPACTION AT REAR
FOUNDATION WALL
EXISTING OBSTRUCTIONS AND CONCEALMENT OF SOME FRAMING ELEMENTS
MAKES IT DIFFICULT TO DETERMINE THE EXACT AS -BUILT CONDITIONS AND
DIMENSIONS. THESE PLANS REPRESENT OUR BEST APPROXIMATION OF THE
AS -BUILT CONDITIONS. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
FRAMING ASSUMPTIONS AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES
THAT COULD IMPACT THE DESIGN. THE ENGINEER SHALL NOT BE HELD
RESPONSIBLE FOR THESE DISCREPANCIES OR ANY COSTS ASSOCIATED WITH
REQUIRED DESIGN OR CONSTRUCTION CHANGES.
PLAN LEGEND:
FOOTING CONNX.
SECURE NEW CONCRETE FOOTING TO EXISTING FOOTING w/
(2)-#4 BARS DOWELED 6" INTO EXISTING FOOTING AND SECURED
w/ SIMPSON SET EPDXY (TYP.) SEE DETAIL 8/S5
EXISTING 8" CMU
REVERSE
RETAINING WALL
/
/.v. / / i•v
CUT DOWN EXISTING
MASONRY FOUNDATION
WALL TO BE FLUSH WITH
ADJACENT FLOOR JOISTS
WHERE HATCHED
F
2.0
✓i2
SLAB
(2Fo
12'-3"
■
DEMOLISH EXISTING RETAINING —
WALL AND REBUILD NEW 8" CMU
FOUNDATION RETAINING WALL PER
DETAIL 2/S1. ADD VERTICAL
REINFORCEMENT FOR A BACKFILL
OF 1'-0" GREATER THAN ACTUAL
BACKFILL HEIGHT. EXAMPLE: IF
BACKFILL IS 4'-0", USE
REINFORCEMENT FOR 5'-0" TALL
WALL
'71
L
2'-6"
INFILL MASONRY OPENING w/
8" CMU FOUNDATION WALL.
**RECOMMEND
CUTTING HOLES IN
EXISTING SLAB TO
TEST UNDERLYING
SOIL FOR 2000PSF
COMPACTION
EXISTING
CONCRETE
SLAB
S5
LEVEL EXISTING SLAB
w/ NEW SELF -LEVELING
CONCRETE
(2" THICK MAX)
/v /v /v ,v , v ,v ,v ,v ,v
X A `< / X X X X X
EXISTING 8" CMU
FOUNDATION WALL
8" CMU RETAINING WALL
OVER CONTINUOUS
CONCRETE FOOTING PER
DETAIL 2/S1
EXISTING 8" CMU
REVERSE
RETAINING WALL
EXISTING CONCRETE
GARAGE SLAB
X
EXISTING 8" CMU
FOUNDATION WALL
FOUNDATION NOTES:
1. CONTRACTOR TO VERIFY ALL EXISTING PERIMETER WALL FOOTINGS ARE CONTINUOUS
18"x8" MINIMUM. INFORM ENGINEER OF RECORD FOR REANALYSIS IF SMALLER FOOTINGS
ARE PRESENT.
2. CONTRACTOR TO CONSTRUCT NEW FOUNDATION TO ALLOW TOP OF NEW FLOOR
FOUNDATION TO ALIGN WITH TOP OF EXISTING FLOOR FOUNDATION.
3. NEW PERIMETER FOUNDATION WALLS TO BE CONTINUOUS 8" CMU UNLESS OTHERWISE
NOTED. PERIMETER WALL FOOTINGS SHALL BE CONTINUOUS 20"x10" MINIMUM, 3000 PSI
CONCRETE U.N.O.
4. BEARING CAPACITY OF SOIL IS ASSUMED TO BE 2000 PSF.
5.
SIZE OF INTERIOR CMU PIERS DEPEND ON HEIGHT AND LOADING. UNLESS OTHERWISE
NOTED AS LARGER, CMU PIERS SHALL BE:
PIER
8x16
8x16
FILL
HOLLOW
GROUTED
MAX. HEIGHT
32"
80"
CONCRETE FTG
24"x36"x10"
24"x36"x10"
*ALL HOLLOW PIERS AND WALLS TO HAVE TOP 8" GROUTED.
6. SLAB - NEW SLAB ON GRADE SHALL CONSIST OF 4" THICK, 3000 PSI CONCRETE WITH
FIBERMESH REINFORCEMENT OR 6X6 W1.4XW1.4 WVVF. OVER 6 MIL VAPOR BARRIER OVER 4"
CLEAN STONE OVER COMPACTED FILL.
7. SHIMS USED BETWEEN MASONRY PIERS AND WOOD GIRDERS SHALL CONSIST OF EITHER
SOLID WOOD OR A MINIMUM OF TWO STACKS OF STEEL SHIMS EQUAL IN WIDTH TO THE
GIRDER AND FULLY CONTACT AT LEAST 6" THE LENGTH OF THE PIER.
FOOTING SCHEDULE:
F1.5:
F2:
18"X18"X8"
24"X24"X8"
MAX
�1
0
9 GA. LADDER WIRE @
EACH COURSE
8" CMU WITH VERT. BAR
@ 16" O.C. GROUT
REINFORCED CELLS
SOLID
BACKFILL OVER CUT WITH
#57 STONE WITHIN 24" OF
WALL
WATERPROOFING
PER BUILDER
PERF. DRAIN PIPE SET IN
FILTER SOCK AND
WRAPPED WITH STONE.
DRAIN TO DAYLIGHT OR
PROVIDE WEEP HOLES IN
FOUNDATION WALL
EVERY 4 FT.
3"
. 8a d
•
od.e
W1
DOWEL EXTEND TO
TOP OF WALL.
2" DIA. WEEPS AT 4 FT. O.C.
5-
1
w
w
0
W2
1'
3"
PROVIDE MIN. 6" OF
COMPACTED FILL
OVER TOP OF FOOTING
AT TOE.
2 # 4 LONGITUDINAL
BARS AT TOE
35 PCF - SLOPED BACKFILL
Z = BACKFILL
HEIGHT
DOWEL/ VERT. BARS
FOOTING
W2
W1
DEPTH 'Y'
3'
#4 @ 16" O.C.
3'-0"
1'-0
12"
4'
#4 @ 16" O.C.
3'-6"
1'-0
12"
5'
#4 @ 16" O.C.
4'-6"
1'-0
12"
6'
#4 @ 16" O.C.
5'-3"
1'-0
12"
7'
#5 @ 16" O.C.
6'-3"
1'-0
13"
NOTES:
1. WALLS GREATER THAN 48" IN WALL HEIGHT SHALL BE INSPECTED AS REQ'D BY THE
COUNTY INSPECTOR PRIOR TO POURING CONCRETE. ALL REINFORCEMENT STEEL
SHALL BE TIED OFF FOR INSPECTION.
2. ALL CORNERS TO BE REINFORCED W/ #3 BARS W/ 24" LEGS @ 16" O.C. VERTICALLY
3. FILL ALL CELLS WITH CONCRETE. 2,000 PSI GROUT.
4. PROVIDE CLEANOUT HOLES AT BOTTOM BLOCKS TO ENSURE CONSOLIDATION.
5. CONCRETE MASONRY UNITS (CMU) SHALL CONFORM WITH ASTM C90 AND BE
CONSTRUCTED IN ACCORDANCE WITH ACI 530.
6. SPACING FOR REBAR SHALL BE WITHIN 1" OF DIMENSION SHOWN. DISTANCE OF REBAR
FROM EDGE OF WALL SHALL BE WITHIN 2". WALL AND FOOTING THICKNESS SHALL BE
WITHIN 4' TOLERANCE. FOOTING WIDTHS SHALL BE WITHIN 2" TOLERANCE. KEY AND
FOOTING DEPTHS SHALL BE WITHIN 1".
7. THIS WALL DESIGN IS BASED ON AN EQUIVALENT FLUID PRESSURE OF 35 PCF AND
ALLOWABLE SOIL BEARING CAPACITY OF 2000 PSF AND A COEFFICIENT OF FRICTION
BETWEEN THE FOOTING AND SOIL OF 0.35. A FLUID PRESSURE OF 35 PCF REPRESENTS
SAND OR GRAVEL WITH LITTLE FINES AND GOOD DRAINAGE QUALITIES. IF THE ACTUAL
FIELD VALUES ARE LESS FAVORABLE THAN THESE ASSUMED VALUES SUCH AS FAT
CLAYS OR SIMILAR SOILS WITH POOR DRAINAGE QUALITIES, CONTACT THE ENGINEER
FOR REANALYSIS, OTHERWISE BACKFILL AGAINST THE WALL WITH CLEAN STONE OR
DRAINABLE FILL.
8. DO NOT USE COMPACTION MACHINES OR ENGINEERED COMPACTED FILL WITHIN 5 FT.
OF THIS WALL WITHOUT WRITTEN APPROVAL FROM THE ENGINEER. ONLY CLEAN,
WASHED SELF COMPACTING #57 STONE MAY BE PLACED AGAINST WALLS WHERE
HARDSCAPE WILL BE PLACED ON BACKFILL SURFACE AND NO SETTLEMENT IS
DESIRED.
9. THE BACKFILL SLOPE AGAINST THE WALL SHALL NOT EXCEED 1V:5H. THE SLOPE ON
THE TOE (NON-BACKFILL) SIDE SHALL NOT EXCEED 1V:6H FOR A DISTANCE EQUAL TO
THE HEIGHT OF THE BACKFILL. DIG FOOTING DEEPER AND INCREASE WALL HEIGHT AS
NEEDED TO ACHIEVE THIS.
10. IF THE RETAINING SIDE WILL SUPPORT A DRIVEWAY, INCREASE THE WALL DESIGN A
FOOT GREATER THAN THE ACTUAL RETAINING HEIGHT.
11. CONTACT THE ENGINEER IF THE WALL WILL NEED TO RETAIN A SURCHARGE LOAD
FROM AN ADJACENT STRUCTURE OR POOL.
12. THE HEIGHT OF THE WALL IS MEASURED FROM THE TOP OF THE FOOTING TO THE
HEIGHT OF THE BACKFILL.
2 \ 8" CMU RETAINING WALL
S1
Scale: 4"=1'-0"
1 945 J N PEASE PLACE, SUITE #204
CHARLOTTE, NC 2B262
CORPORATE LICENSE #: C-31 1 8
PI -I F- 711a-7R7R S-771111
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SEAL
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48941
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FOR STRUCTURAL ONLY
For structural questions:
Cameron Lober
(704)-877-9093
3600 Sadler Road
Charlotte, NC 28278
Foundation Plan
Drawn: 12/1/2021
Scale: 411 = 11-0"
S 1
COPYRIGHT 2021 - PROPERTY OF INTELLIGENT DESIGN ENGINEERING P.C.

VERIFY 2x8 @ 16" O.C.
P.T. FLOOR JOISTS
ADD SIMPSON
HUC28-2 CONCEALED
HANGER
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DECK NOT IN SCOPE OF WORK
KNEEBRACE
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NEW (2)-2x8 P
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P.T. JOISTS
DECK LEDGER
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REINFORCE EXIST. (2)-2x6 FLUSH
GIRDER w/ NEW 14'x7q' LVL SECURED
w/ (2)-ROWS OF 4" FLATLOK SCREWS
@ 16" O.C. NOTCH LVL AT EACH END
TO 52' MIN. TO BEAR OVER MASONRY
PIERS AND FOUNDATION WALL.
REINFORCE EXIST. (2)-2x6
FLUSH GIRDER w/ NEW 14"x94"
LVL. NOTCH LVL AT EACH
END TO 52" MIN. TO BEAR
OVER MASONRY PIERS AND
FOUNDATION WALL.
EXIST. 2x6 @ 16" O.C.
FLOOR JOISTS
tio
EXIST. 2x6 @ 16" O.C.
FLOOR JOISTS
SIMPSON
HU4.75/9
HANGER
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REINFORCE EACH
EXIST. 2x6 F.J.
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REINFORCE EACH
EXIST. 2x6 F.J.
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HANGER
EXISTING 2x10 @ 16" O.C. FLOOR JOISTS
•
REPLACE EXIST.
JOISTS w/ NEW
2x10@16"0.C.
FLOOR JOISTS
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EXISTING 2x10 @ 16" O.C. FLOOR JOISTS
SECURE JOISTS TO
HOUSE BAND/ BEAM
WITH METAL HANGERS
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2 STUDS 2I ISTUDS
NEW (2)-2x10 BELOW WALL AT LOWER LEVEL
/
NEW 2x10 @ 16" O.C. FLOOR JOISTS
S5
ADD 2x10 BLOCKING BETWEEN JOISTS
SET TOP AT MAIN LEVEL HEIGHT
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4
EXISTING
CONCRETE
SLAB
i
BUILD UP 2x4 @ 16" O.C. PT
STUD WALL NEXT TO EXISTING
ABASEMENT WALL FOR NEW
LOWER LEVEL FLOOR JOISTS
TO BEAR
6x6 PT
POST
CUT DOWN EXISTING
MASONRY FOUNDATION
WALL TO BE FLUSH WITH
ADJACENT FLOOR JOISTS
WHERE HATCHED
X X
1.1
EXISTING
CONCRETE
SLAB
CONTRACTOR TO REMOVE
EXISTING 8" CMU
FOUNDATION WALL ABOVE
EXISTING SLAB. INFILL SLAB
CUT w/ CONCRETE AND
BUILD UP NEW 2x4 @ 16" O.C.
STUD WALL
WATERPROOFING & FLASHING BETWEEN
DECK BAND AND HOUSE BAND PER
CONTRACTOR. SEAL AROUND BOLT HOLE
PENETRATIONS. EXTEND FLASHING 6" MIN.
ABOVE TOP OF SUBFLOOR
WOOD DECKING
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EXISTING RIM BAND
TO REMAIN
EXISTING FLOOR
JOISTS TO REMAIN
FASTEN 2X P.T. DECK BAND TO HOUSE BAND
WITH STAGGERED a"0 BOLTS @ 16" O.C. AND
3-12D NAILS @ 8" O.C. OR SELF DRILLING
SCREWS AT 6" O.C. STAGGERED.
PROVIDE WASHERS BETWEEN BAND
AND SHEATHING FOR DRAINAGE
DECK LEDGER CONNECTION
EXISTING FOUNDATION
WALL TO REMAIN
Scale:4"=1'-0"
FRAMING NOTES:
1. TEMPORARY SUPPORT OF THE EXISTING FRAMING DURING AND AFTER DEMOLITION OF
EXISTING CONDITIONS IS THE RESPONSIBILITY OF THE CONTRACTOR.
2. NEW LOAD BEARING HEADERS SHALL BE (2)2X8 SPF#2 UNLESS NOTED OTHERWISE
3. WHERE DIMENSIONS ARE NOT INDICATED, BEAMS THAT RUN PARALLEL TO FLOOR
JOISTS ARE INTENDED TO ALIGN UNDER LOAD BEARING WALLS
(SEE THE ARCHITECTURAL PLANS FOR DIMENSIONS TO WALLS)
4. NEW WALLS UP TO 10'-6". TALL SHALL BE A MINIMUM OF 2X4 SPF#2 @ 16" o.c. UNLESS
NOTED OTHERWISE ON THE PLAN.
WALLS BETWEEN 10'-6" AND 14'-2" TALL SHALL BE A MINIMUM OF 2X6 SPF#2 @ 16"o.c.
UNLESS NOTED OTHERWISE ON THE PLAN. TALLER WALLS ARE SPECIFICALLY NOTED
ON THE PLAN.
5. RIM BOARDS AND BANDS PARALLEL TO FLOOR FRAMING TO BE DOUBLED. DBL JOISTS
OR CRIPPLES WALLS TO BE INSTALLED BETWEEN STACKING LOAD BEARING WALLS TO
TRANSFER LOADING.
6.
STUD SUPPORT AT EACH END OF BEAMS/HEADERS UNLESS NOTED OTHERWISE
2x LUMBER = SAME AS NUMBER PLIES FOR BEAMS; 1 FOR HEADERS
LVL, PSL, GLU-LAM = 3
STEEL BEAM = 5
7. NEW POINT LOADS FROM ROOF BRACES, JACK STUDS, AND BEAM SUPPORTS MUST BE
SUPPORTED WITH SOLID BLOCKING AND/OR STUDS EQUAL TO THE NUMBER OF STUDS
ABOVE ALL THE WAY DOWN TO THE FOUNDATION (1 STUD/2X4 BLOCK MINIMUM)
(RIM BOARDS AND I -JOIST BLOCKING SHALL NOT BE CONSIDERED AS AN ACCEPTABLE
MEANS OF SUPPORT UNDER POINT LOADS FROM LVL AND STEEL BEAMS OR WHERE
SQUASH BLOCKS "S.B" ARE INDICATED
8.
NUMBER OF KING STUDS BASED ON OPENING WIDTH:
2x4 WALL
LESS THAN < 3'-9" = 1 KING
3'-9" TO 6'-0" = 2 KINGS
6'-1" TO 10'-0" = 3 KINGS
OVER 10'-1" = SEE PLAN
2X6 WALL
LESS THAN < 9'-0" = 1 KING
GREAT THAN > 9'-0" = SEE PLAN
9. NEW FRAMING MEMBERS TO BE SPF#2 OR SYP#2 UNLESS NOTED OTHERWISE
10. FASTEN ALL TRIPLE PLY LVLs TOGETHER WITH TWO ROWS OF 5" LONG FLATLOK OR
SIMPSON SDS SCREWS @ 16" o.c. AND FOUR PLY LVLs WITH TWO ROWS OF 63/4"
FLATLOK SCREWS @ 16" o.c. UNLESS NOTED OTHERWISE ON THE PLANS. THE SCREWS
SHALL BE LOCATED A MINIMUM OF 2" AND A MAXIMUM OF 3" FROM THE TOP OR
BOTTOM OF THE BEAM.
11. DOUBLE JOISTS CAN BE SEPARATED BY UP TO 32" TO ALLOW FOR PASSAGE OF
PLUMBING PIPES AND ELECTRICAL WIRES.
12. WOOD BEAMS SHALL BE SUPPORTED BY METAL HANGERS OF ADEQUATE CAPACITY
WHERE FRAMING INTO BEAMS OR LEDGERS. THE FOLLOWING HANGER SCHEDULE
MAY BE USED UNLESS NOTED OTHERWISE ON THE PLAN: (HANGERS WITH
EQUIVALENT CAPACITIES TO THOSE LISTED BELOW ARE ALSO ACCEPTABLE)
MEMBER SIZE
(2) 2X8
(2) 2X10, (2) 2X12
(3)-2x10, (3)-2x12
(2) 13/4' X 9%4" LVL
(2)1%4'X117/4'-14"LVL
(2) 1 A' X 16" - 24"LVL
ALL TRIPLE LVLs
SIMPSON HANGERS
LUS 28-2
LUS 210-2
LUS 210-3
HUS 410
HUS 412
HHUS 410
HHUS 5.50/10
13. FILL ALL OF THE HOLES IN BEAM HANGERS WITH 16d x 3X" COMMON NAILS (32'x 0.162")
OR 16d x22' (22'x 0.162") NAILS UNLESS OTHERWISE SPECIFIED BY THE
MANUFACTURER. DO NOT BEND OR MODIFY THE HANGER OR USE INAPPROPRIATE
FASTENERS. DO NOT USE 10dX 1X" "HANGER NAILS" UNLESS OTHERWISE NOTED ON
THE PLANS OR IN SITUATIONS WHERE ONLY 14" OR LESS OF WOOD IS PROVIDED TO
NAIL INTO.
14. CONTRACTOR RESPONSIBLE FOR ALL WATERPROOFING AND FLASHING.
BRACED WALL LINE NOTE:
THIS STRUCTURE HAS BEEN ANALYZED FOR LATERAL LOADING USING DIAGONAL WALL
BOARD SHEATHING FOR EXISTING PORTION OF STRUCTURE.
NEW PORTIONS OF THIS STRUCTURE HAVE BEEN ANALYZED FOR CONTINUOUSLY
SHEATHED 6" OSB WALL SHEATHING USING 8d NAILS AT 6" o.c. ALONG EDGES AND 12"
o.c. AT INTERMEDIATE FRAMING. BLOCK AND NAIL ALL PANEL EDGES.
WHERE BRACED WALLS DO NOT MEET THE PRESCRIPTIVE REQUIREMENTS OF SECTION
R602.10 OF THE CODE, IT HAS BEEN ANALYZED BY ENGINEERING ANALYSIS
INCORPORATING ENGINEERED LATERAL BRACING ELEMENTS WHERE NEEDED TO MEET
THE INTENT OF THE CODE. SEE PLANS FOR ALL NOTES AND DETAILS.
PLAN LEGEND:
6x6 POST
- 6x6 PT POST WITH TWO SIMPSON LCE4 CAPS AT CORNER POSTS
AND TWO SIMPSON AC6 CAPS AT INTERMEDIATE POSTS (BLOCK
AS NEEDED). IF WOOD FRAMING BELOW, SECURE WITH SAME
CAPS AT BOTTOM; IF CONC. OR MASONRY BELOW, SECURE WITH
SIMPSON ABW66Z BASE WITH i" x6" TITEN HD ANCHOR SCREW
OR EQUAL.
KNEEBRACE OR K.B. - 6x6 PT KNEE BRACE INSTALLED PER APPENDIX M IN CODE OR
PLAN DETAILS.
DECK LEDGER
- SECURE DECK JOISTS TO 2x PT BAND WITH METAL HANGERS.
SECURE BAND TO HOUSE BAND WITH $"0 GALV. CARRIAGE BOLT
AT 16"o.c. AND THREE 12D NAILS AT 8"o.c.
EXISTING OBSTRUCTIONS AND CONCEALMENT OF SOME FRAMING ELEMENTS
MAKES IT DIFFICULT TO DETERMINE THE EXACT AS -BUILT CONDITIONS AND
DIMENSIONS. THESE PLANS REPRESENT OUR BEST APPROXIMATION OF THE
AS -BUILT CONDITIONS. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
FRAMING ASSUMPTIONS AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES
THAT COULD IMPACT THE DESIGN. THE ENGINEER SHALL NOT BE HELD
RESPONSIBLE FOR THESE DISCREPANCIES OR ANY COSTS ASSOCIATED WITH
REQUIRED DESIGN OR CONSTRUCTION CHANGES.
15. INTELLIGENT
DESIGN
ENGINEERING
1 945 J N PEASE PLACE, SUITE #204
CHARLOTTE, NC 28262
CORPORATE LICENSE #: C-31 1 8
PHONE: [phone]
SEAL
40 i 1111 iJ
4}
SEAL
48941 -
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FOR STRUCTURAL ONLY
For structural questions:
Cameron Lober
(704)-877-9093
3600 Sadler Road
Charlotte, NC 28278
Basement Level
Framing Plan
Drawn: 12/1/2021
Scale: 41' = 11-011
S2
COPYRIGHT 2021 - PROPERTY OF INTELLIGENT DESIGN ENGINEERING P.C.

ADD 2x6 @ 16" O.C.
CEILING JOISTS
ADD (3)-2x4 BALLOON
FRAMED STUDS UP
TO LVL RIDGE
NEW 2x4 @ 16" O.C.
STUDS FRAMED FROM
BOTTOM PLATE TO
VAULTED CEILING
4
(2)-2x8
HDR
3 KINGS
2 JACKS
NEW (2)-2x10 HEADER
H
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3 KINGS
2 JACKS
NEW (2)-14"x94' LVL HEADER
ADD
3 JACKS
VAULTED C
0
0
0
EILING
1 JACK
2 KINGS
VERIFY/ADD
(2)-2x8 HEADER
0
— EXTEND
HEADER TO
BEAR OVER
WALL BELOW
ADD
3 JACKS
ADD
3 STUDS
ADD 3 STUDS
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1 JACK
2 KINGS
ADD
3 STUDS
NEW (2)-14" x11$" LVL DROPPED
ADD
3 v UDS
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(FULL HEIGHT)
(2)-2x8 HEADER
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////
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— ADD 2 NEW
KINGS UP TO
NEW TOP PLATE
CUT LOWER DOUBLE TOP PLATE TO
FASTEN NEW 2x4 @ 16" O.C. STUD
SECTION TO THE SIDE OF EXISTING
STUDS w/ (2)-8d NAILS @ 3" O.C. PER
DETAIL 2/S3 (TYP.)
6x6
POST
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BALLOON FRAME NEW
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WALL FROM NEW MAIN
LEVEL FOUNDATION
WALL UP TO CEILING AT
TRUSSES
NEW
(2)'x8 HDR
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3LEAR SPAN
NEW
(2)-2x10 HDR
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EXISTING BUILT-UP ROOF TRUSSES @
NEW 16' OSB
SHEATHING
CUT EXIST SHEATHING 12"
BELOW TOP PLATE. NAIL
NEW OSB TO STUD AND
BLOCKING WITH (4)-8D NAILS
12
NEW 2x4 CONT. STUD
FASTENED TO EACH
EXISTING STUD w/
(2)-8d NAILS @ 3" O.C.
(TYP.)
EXISTING KNEEWALL
OVER LOWER WALL
ADD 2X4 BLOCKING FOR
SHEATHING NAILING
1" (MAX)
EXISTING WALL
TO REMAIN
EXISTING WALL EXTENSION
CUT DOUBLE TOP PLATE
FOR NEW 2x4 EXTENSION
STUD
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\S3
NEW (2)-14"x11$" LVL HEADER
Scale: a"=1'-0"
EW
(2)-2 HDR
\ ADD
2 STUDS
VAULTED CEILING
4x4 POST UP
TO RIDGE
NEW (2)-2x1 DROPPED
NEW (2)-2x10 DROPPED
ADD
3 JACKS
ADD
2 STUDS
EXISTING
HEADER
EXISTING BUILT-UP ROOF TRUSSES @ 24" O.0
L
SIMPSON HUC210-2
CONCEALED HANGER.
INSTALL HANGER PRIOR
TO SETTING BEAM
ADD
2 STUDS
6x6
POST
=
NEW
(2)-2x8 HDR
ADD 3 JACKS
EXISTING
HEADER
EXISTING BUILT-UP ROOF TRUSSES @ 24" O.0
1
� NEW
/�/���.#—. i
(2)-2x8 HDR
/
/
/
/
/
/
/
/
/
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/
/
/
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2 KINGS
1 JACK
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EXISTING HEADER
BUILD NEW WALL BENEATH
EXISTING HEADER. STRAP
STUDS ACROSS HEADER w/
SIMPSON LSTA24 VERTICAL
STRAPS (TYP.)
HDR. PER
PLAN
NOTCH POST TO RECEIVE
HDR & FASTEN WITH (2)412)
BOLTS CENTERED ON POST
POST PER PLAN
POST -TO -BEAM DETAIL
S3
Scale: a"=1'-0"
FRAMING NOTES:
1. TEMPORARY SUPPORT OF THE EXISTING FRAMING DURING AND AFTER DEMOLITION OF
EXISTING CONDITIONS IS THE RESPONSIBILITY OF THE CONTRACTOR.
2. NEW LOAD BEARING HEADERS SHALL BE (2)2X8 SPF#2 UNLESS NOTED OTHERWISE
3. NEW WALLS UP TO 10'-6". TALL SHALL BE A MINIMUM OF 2X4 SPF#2 @ 16" o.c. UNLESS
NOTED OTHERWISE ON THE PLAN.
4.
WALLS BETWEEN 10'-6" AND 14'-2" TALL SHALL BE A MINIMUM OF 2X6 SPF#2 @ 16"o.c.
UNLESS NOTED OTHERWISE ON THE PLAN. TALLER WALLS ARE SPECIFICALLY NOTED
ON THE PLAN.
STUD SUPPORT AT EACH END OF BEAMS/HEADERS UNLESS NOTED OTHERWISE
2x LUMBER = SAME AS NUMBER PLIES FOR BEAMS; 1 FOR HEADERS
LVL, PSL, GLU-LAM = 3
STEEL BEAM = 5
5. NEW POINT LOADS FROM ROOF BRACES, JACK STUDS, AND BEAM SUPPORTS MUST BE
SUPPORTED WITH SOLID BLOCKING AND/OR STUDS EQUAL TO THE NUMBER OF STUDS
ABOVE ALL THE WAY DOWN TO THE FOUNDATION (1 STUD/2X4 BLOCK MINIMUM)
(RIM BOARDS AND I -JOIST BLOCKING SHALL NOT BE CONSIDERED AS AN ACCEPTABLE
MEANS OF SUPPORT UNDER POINT LOADS FROM LVL AND STEEL BEAMS OR WHERE
SQUASH BLOCKS "S.B" ARE INDICATED
6.
NUMBER OF KING STUDS BASED ON OPENING WIDTH:
2x4 WALL
LESS THAN < 3'-9" = 1 KING
3'-9" TO 6'-0" = 2 KINGS
6'-1" TO 10'-0" = 3 KINGS
OVER 10'-1" = SEE PLAN
2X6 WALL
LESS THAN < 9'-0" = 1 KING
GREAT THAN > 9'-0" = SEE PLAN
7. NEW FRAMING MEMBERS TO BE SPF#2 OR SYP#2 UNLESS NOTED OTHERWISE
8. WOOD BEAMS SHALL BE SUPPORTED BY METAL HANGERS OF ADEQUATE CAPACITY
WHERE FRAMING INTO BEAMS OR LEDGERS. THE FOLLOWING HANGER SCHEDULE
MAY BE USED UNLESS NOTED OTHERWISE ON THE PLAN: (HANGERS WITH
EQUIVALENT CAPACITIES TO THOSE LISTED BELOW ARE ALSO ACCEPTABLE)
MEMBER SIZE
(2) 2X8
(2) 2X10, (2) 2X12
(3)-2x10, (3)-2x1 2
(2)13/4"X9%4"LVL
(2)13/4"X117/4"-14"LVL
(2) 13/4" X 16" - 24"LVL
ALL TRIPLE LVLs
SIMPSON HANGERS
LUS 28-2
LUS 210-2
LUS 210-3
HUS 410
HUS 412
HHUS 410
HHUS 5.50/10
9. FILL ALL OF THE HOLES IN BEAM HANGERS WITH 16d x 3X" COMMON NAILS (32"x 0.162")
OR 16d x22" (22"x 0.162") NAILS UNLESS OTHERWISE SPECIFIED BY THE
MANUFACTURER. DO NOT BEND OR MODIFY THE HANGER OR USE INAPPROPRIATE
FASTENERS. DO NOT USE 10dX 1%2" "HANGER NAILS" UNLESS OTHERWISE NOTED ON
THE PLANS OR IN SITUATIONS WHERE ONLY 1i" OR LESS OF WOOD IS PROVIDED TO
NAIL INTO.
10. CONTRACTOR TO PROVIDE 22"x30" MIN. ACCESS TO ATTIC AREAS MORE THAN 400 SF.
11. CONTRACTOR RESPONSIBLE FOR ALL WATERPROOFING AND FLASHING.
12. SEE ARCHITECTURAL PLANS FOR ALL DIMENSIONS.
BRACED WALL LINE NOTE:
THIS STRUCTURE HAS BEEN ANALYZED FOR LATERAL LOADING USING DIAGONAL WALL
BOARD SHEATHING FOR EXISTING PORTION OF STRUCTURE.
NEW PORTIONS OF THIS STRUCTURE HAVE BEEN ANALYZED FOR CONTINUOUSLY
SHEATHED 16" OSB WALL SHEATHING USING 8d NAILS AT 6" o.c. ALONG EDGES AND 12"
o.c. AT INTERMEDIATE FRAMING. BLOCK AND NAIL ALL PANEL EDGES.
WHERE BRACED WALLS DO NOT MEET THE PRESCRIPTIVE REQUIREMENTS OF SECTION
R602.10 OF THE CODE, IT HAS BEEN ANALYZED BY ENGINEERING ANALYSIS
INCORPORATING ENGINEERED LATERAL BRACING ELEMENTS WHERE NEEDED TO MEET
THE INTENT OF THE CODE. SEE PLANS FOR ALL NOTES AND DETAILS.
PLAN LEGEND:
6x6 POST
6x6 PT POST NOTCHED FOR NEW BEAM TO BEAR. SECURE BEAM
TO POST w/ (2)-5/8" 0 CARRIAGE BOLTS PER DETAIL ?. SECURE
POST TO FOOTING WITH SIMPSON ABW66Z BASE WITH 2"Ox6"
TITEN HD ANCHOR SCREW OR EQUAL. SEE DETAIL 3/S3
EXISTING OBSTRUCTIONS AND CONCEALMENT OF SOME FRAMING ELEMENTS
MAKES IT DIFFICULT TO DETERMINE THE EXACT AS -BUILT CONDITIONS AND
DIMENSIONS. THESE PLANS REPRESENT OUR BEST APPROXIMATION OF THE
AS -BUILT CONDITIONS. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
FRAMING ASSUMPTIONS AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES
THAT COULD IMPACT THE DESIGN. THE ENGINEER SHALL NOT BE HELD
RESPONSIBLE FOR THESE DISCREPANCIES OR ANY COSTS ASSOCIATED WITH
REQUIRED DESIGN OR CONSTRUCTION CHANGES.
15.
1 945 J N PEASE PLACE, SUITE #204
CHARLOTTE, NC 2B262
CORPORATE LICENSE #: C-31 1 8
PHONE: [phone]
Sty hY11111
t
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SEAL .
48941
'4F !GIN co.
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SEAL FOR STRUCTURAL ONLY
For structural questions:
Cameron Lober
(704)-877-9093
3600 Sadler Road
Charlotte, NC 28278
1 Level and
per Level
Drawn: 12/1/2021
Scale: 411 = 11-011
S3
COPYRIGHT 2021 - PROPERTY OF INTELLIGENT DESIGN ENGINEERING P.C.

0
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NEW BEAM BELOW
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O.C. RAFTERS
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BEAR RAFTERS
OVER BEAM
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2x6 RAFTER SECURED TO
HOUSE STUDS w/ (2)-3R"
LEDGERLOK SCREWS @
16" O.C. (TYP.)
SECURE ALL RAFTERS TO
BEAM BELOW w/ SIMPSON
H2.5A CLIPS OR EQUAL
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NEW (2)-2x6
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6 RAFTER
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USSES @ 24" O.0
SECURE ENDS OF
TRUSSES TO WALL
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NEW 2x10 STRUCTURAL CO
RIDGE BRACED DOWN TO
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4x4 POST BRACE
DOWN TO BEAM
BELOW
EXISTING BUILT-UP
NEW BEAM BELOW
EXISTING BUILT-UP ROOF TRUSSES @ 24" O.0
L
EXISTING BUILT-UP ROOF TRUSSES @ 24" O.C.
SECURE ENDS OF
TRUSSES TO WALL
PLATE w/ SIMPSON H2.5A
CLIPS OR EQUAL (TYP.)
SECURE ALL RAFTERS TO
BEAM BELOW w/ SIMPSON
H2.5A CLIPS OR EQUAL
SECURE ENDS OF
TRUSSES TO WALL
PLATE w/ SIMPSON H2.5A
CLIPS OR EQUAL (TYP.)
ROOF CONSTRUCTION NOTES:
1. NEW RAFTERS SHALL BE 2X6 SPF#2 @ 16" o.c. UNLESS NOTED OTHERWISE
2. SECURE EXISTING ROOF TRUSSES TO DOUBLE TOP PLATE w/ SIMPSON H2.5A CLIPS OR
EQUAL
3. NEW HIPS, VALLEYS, AND RIDGES ARE 2X10 SPF#2 UNLESS NOTED OTHERWISE
4. ALL SHADED OR HATCHED AREAS INDICATE ROOF OVERBUILDS
5. STRUCTURAL RIDGE - FASTEN NEW RAFTERS INTO THE STRUCTURAL RIDGE BEAMS WITH:
* (3) 3"X 0.131" TOE -NAILS FOR SPANS UP TO 8 FT.
* (3) 3"X 0.131" TOE -NAILS AND A BEVELED 2x LEDGER, OR SIMPSON A34 OR L50 ANGLE
OVER 8 FT.
6. IN ADDITION TO THE CODES FASTENER SCHEDULE, UNLESS NOTED OTHERWISE ON THE
PLAN, INSTALL SIMPSON H2.5A HURRICANE CLIPS AT THE ENDS OF THE RAFTERS WHERE
THEY BEAR ON THE WALL PLATE @ 48" o.c. INSTALLING OVER WALL SHEATHING IS
ACCEPTABLE.
AT OPEN FRAMED ROOFS, SUCH AS PORCHES, INSTALL HURRICANE CLIPS AT EACH RAFTER.
7. NEW ROOF BRACES MUST HAVE A STUD FROM PLATE THROUGH ALL FLOORS TO THE
FOUNDATION OR SUPPORTING BEAM BELOW.
8. ROOF BRACES UNDER 7'-0" ARE 2-2X4 NAILED WITH 3"X 0.131"NAILS @ 6" o.c. VERTICALLY
FROM TOP TO BOTTOM. BRACES LONGER THAN 7'-0" SHALL CONSIST OF (2)2X6 T-BRACES.
BRACES LONGER THAN 12 FT. MUST BE BRACED HORIZONTALLY IN TWO DIRECTIONS AT
MID -HEIGHT.
9. CONNECT BOTTOMS OF NEW BRACES THAT ARE NOT WITHIN 26° FROM VERTICAL TO BEAMS
OR WALLS WITH ONE SIMPSON A34 BRACKET, OTHERWISE CONNECT WITH FOUR 3"X 0.131"
TOENAILS.
ROOF PLAN LEGEND:
BB - BEAM BELOW
RB - RAFTERS BEAR ON WALL BELOW
0 INDICATES LOCATION OF ROOF BRACE POINT AT RAFTER LEVEL.
®j ARROWAWAY FROM THE BRACE POINT INDICATES DIRECTION OF ROOF BRACE TO
PARTITION, BEAM, OR OTHER BRACE POINT BELOW.
0< ARROW INTO BRACE POINT INDICATES A VERTICAL OR ALMOST VERTICAL ROOF
BRACE TO PARTITION, BEAM, OR OTHER BRACE POINT BELOW.
RAFTER
BAN D
- SECURE 2X BAND (ONE SIZE LARGER THAN RAFTER) TO HOUSE STUDS/BAND WITH
3-16D NAILS AT 16"o.c. SECURE EACH RAFTER TO BAND WITH 3-8D TOENAILS AND
SUPPORT WITH SIMPSON A34 OR L50 SIDE ANGLE OR BEVELED 2x LEDGER.
EXISTING OBSTRUCTIONS AND CONCEALMENT OF SOME FRAMING ELEMENTS
MAKES IT DIFFICULT TO DETERMINE THE EXACT AS -BUILT CONDITIONS AND
DIMENSIONS. THESE PLANS REPRESENT OUR BEST APPROXIMATION OF THE
AS -BUILT CONDITIONS. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
FRAMING ASSUMPTIONS AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES
THAT COULD IMPACT THE DESIGN. THE ENGINEER SHALL NOT BE HELD
RESPONSIBLE FOR THESE DISCREPANCIES OR ANY COSTS ASSOCIATED WITH
REQUIRED DESIGN OR CONSTRUCTION CHANGES.
16.
1 945 J N PEASE PLACE, SUITE #204
CHARLOTTE, NC 2B262
CORPORATE LICENSE #: C-31 1 8
PHONE: [phone]
SEAL
t5y1111111
Q`
SEAL
48941
Stir lei .:
f,¢!YG I Nt-,C?
f l V 1
! ��77 +1}Il lllylyl
FOR STRUCTURAL ONLY
For structural questions:
Cameron Lober
(704)-877-9093
3600 Sadler Road
Charlotte, NC 28278
Roof Framing Plan
Drawn: 12/1/2021
Scale: 41' = 11-011
S4
COPYRIGHT 2021 - PROPERTY OF INTELLIGENT DESIGN ENGINEERING P.C.

WALL HEIGHT
UNBALANCED FILL
FOOTING
V=VERTICAL
BARS & DOWELS
FOOTING REINF.
W1
W2
W3
0' TO 2'-8"
6"
6"
20"
SOLID GROUTED
N/A
2'-8" TO 4'
8"
12"
28"
# 4 @ 16" O.C.
2-#4 REBAR
6 MIL. POLY ACROSS TOP OF
TOP COURSE OF BLOCK &
FLASHING W/ WEEPS
BRICK VENEER OR
FINISH PER BUILDER
9 GA. LADDER JOINT
REINFORCEMENT EVERY
OTHER COURSE
4"0 PERFORATED DRAIN PIPE
SET IN GRAVEL (WHERE REQ'D)
CONTINUOUS CONC. FOOTING, IF
NEEDED, PER CHART (3000 PSI)
•
WALL HEIGHT
c
E \
W1
W2
8" CMU FOUNDATION WALL
W3
3"
4" CONC. SLAB WITH 6x6 10/10 W.W.M
OR FIBER REINFORCEMENT OVER 6
MIL. POLY. VAPOR BARRIER OVER 4"
POROUS STONE OVER SOLID SOIL
V=VERTICAL BARS
WATERPROOF
MEMBRANE PER
CONTRACTOR
8" CMU BLOCK (SOLID
GROUTED) FOUNDATION
WALL VERIFY NUMBER OF
COURSES
V=DOWELS
IF MASONRY STAIRS COVERS
MORE THAT 60% OF WALL LENGTH,
THEN WALL REINFORCEMENT IS
NOT REQUIRED.
Scale: a"=1'-0"
DEMO EXISTING 8" CMU
FOUNDATION WALL
ABOVE SLAB
POUR SELF -LEVELING CONCRETE
OVER EXISTING SLAB TO FLATTEN
FLOOR TO A MAX OF 2" THICK.
EXISTING CONCRETE SLAB
EXISTING
FOOTING
NEW SLAB OVER EXISTING WALL
EXISTING CONCRETE SLAB
EXISTING
MASONRY
FOUNDATION
WALL
S5
Scale: a"=1'-0"
NEW 2x4 @ 12" O.C.
STUD WALL
NEW FLASHING
PER CONTRACTOR
ADD NEW 2x6 PT PLATE
FILL TOP COURSE SOLID
WITH GROUT OR MORTAR.
EXIST. 8" CMU
FOUNDATION WALLS
CONTRACTOR TO VERIFY
MIN. 18"x8" EXISTING
CONCRETE FOOTING
2" EXPANSION JOINT
FLASHING PER
CONTRACTOR
IC)
NEW 4" CONC. SLAB W/
W1.4x1.4 WWF O/ 6 MIL
POLY VAPOR BARRIER 0/
4" POROUS STONE
WATERPROOFING
MEMBRANE PER
CONTRACTOR
EXISTING
FOOTING
IC) -IJ
N
Tr
fO'
�C4
v
at
•
for?
NEW SLAB OVER EXISTING WALL
NEW 4" CONC. SLAB W/
W1.4x1.4 WWF 0/ 6 MIL
POLY VAPOR BARRIER 0/
4" POROUS STONE
EXISTING
MASONRY
FOUNDATION
WALL
S5
Scale: a"=1'-0"
IN LIEU OF a"0 BOLTS, (3)-10"
LONG TIMBER-LOK SCREWS
CAN BE USED
6X6 P.T. POST w/ (2) SIMPSON
LCE4 POST CAPS
NOTCH LVL TO 52" MIN. TO BEAR
OVER MASONRY PIERS AND
FOUNDATION WALL AT EACH END.
BEAM PER PLAN
00
LLJ
Al
cn=
0_w
P.T. 6X6 KNEE BRACE FASTENED TO BEAM
AND 6X6 POST USING (1) 2"0J GALV. CARRIAGE
BOLTS WITH SQUARE WASHER ON BOTH
SIDES OF BRACE
(BRACE DIM. SAME ALL LEGS)
SIMPSON ABW66Z
POST BASE W/ 2' Q
ANCHOR BOLT
CONC FTG PER PLAN
6x6 PT KNEEBRACES
S5
Scale: a"=1'-0"
NEW 2x4 P.T. PLT. W/ DIAMTER ANCHOR
BOLTS AT 72" O.C. 12" FROM CORNERS W/7"
MINIMUM EMBEDMENT IN SOLID GROUTED
COURSE
2' T&G PLYWOOD OVER FLOOR JOISTS
PER PLAN. (BLOCK BETWEEN JOISTS
RUNNING PARALLEL TO FOUNDATION
WALL ©24" O.C. FOR THREE
CONSECUTIVE JOISTS SPACINGS)
BLOCK BETWEEN JOISTS RUNNING
PARALLEL TO WALL @ 24" O.C. w/ 2x10 FOR
THREE CONSECUTIVE JOIST SPACINGS.
TOENAIL BLOCKING TO 2x10 JOISTS W/ 3-8D
NAILS. SECURE BLOCKING TO FLOOR
SHEATHING W/ ROW OF 2" LONG #10
SCREWS OR 8D NAILS @ 6" O.C.
NEW 2x10 PT BAND SECURED TO
EXIST. BASEMENT WALL w/ a"x3"
TAPCON SCREWS @ 16" O.C.
WATERPROOFING
MEMBRANE PER
CONTRACTOR
NEW 4" CONC. SLAB WITH 6x6 10/10
W.W.M OR FIBER REINFORCEMENT OVER
6 MIL. POLY. VAPOR BARRIER OVER
POROUS STONE OVER SOLID SOIL
ADD NEW 4" CMU FOUNDATION WALL
UP AGAINST EXISTING FOUNDATION
WALL OVER EXIST. FOOTING FOR NEW
SLAB TO BEAR
NOTE:
1. FILL REINFORCED CELLS WITH CONCRETE. CONCRETE SHALL BE 3,000 PSI AT 28 DAYS. THE USE OF AN
ADMIXTURE TO FACILITATE CONSOLIDATION OF CONCRETE IS RECOMMENDED, IN ADDITION TO VIBRATION.
2. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI 318. PROVIDE CLEANOUT HOLES AT BOTTOM BLOCKS TO
ENSURE CONSOLIDATION.
3. REINFORCEMENT SHALL BE GRADE 60
4. SPACING FOR REBAR SHALL BE WITHIN 1" OF DIMENSION SHOWN. DISTANCE OF REBAR FROM EDGE OF WALL
SHALL BE WITHIN 2".
5. EXISTING CMU BASEMENT WALL LOOKS TO BE IN GOOD CONDITION. ANALYSIS OF THE EXISTING BASEMENT
WALL WAS NOT COMPLETED DUE TO THE UNKNOWN NATURE OF THE WALL CONSTRUCTION.THIS WALL
DESIGN IS BASED ON AN ASSUMED EQUIVALENT FLUID PRESSURE OF 45 PCF, ALLOWABLE BEARING
CAPACITY OF 2000 PSF
EXISTING BASEMENT WALL REINF. AT FRONT DOOR
Scale: a"=1'-0"
EXTEND NEW FLOOR
SHEATHING 12" MIN. OVER
EXISTING FLOOR JOISTS
EXISTING FLOOR
JOISTS PER PLAN
EXIST. 8" CMU
FOUNDATION WALLS
CONTRACTOR TO VERIFY
MIN. 18"x8" EXISTING
CONCRETE FOOTING
EXISTING GRADE.
VERIFY 2000 PSF
BEARING PRESSURE
ADD NEW 2x PLATES TO
FLUSH NEW FLOOR LEVEL w/
EXISTING FLOOR LEVEL
2' T&G PLYWOOD OVER FLOOR JOISTS
PER PLAN. (BLOCK BETWEEN JOISTS
RUNNING PARALLEL TO FOUNDATION
WALL ©24" O.C. FOR THREE
CONSECUTIVE JOISTS SPACINGS)
NEW 2x10 BLOCKING
BETWEEN FLOOR JOISTS
WATERPROOFING
MEMBRANE PER
CONTRACTOR
NEW 2x4 @ 16" O.C.
P.T. STUD WALL
FILL w/ #57
STONE
EXISTING
MASONRY
PIER
EXISTING
CONCRETE
FOOTING
REINFORCE EXIST.
(2)-2x6 FLUSH GIRDER
w/ NEW 14'x94' LVL.
WRAP LVL TO
WATERPROOF
PER BUILDER
SIDE VIEW
REINFORCED EXISTING GIRDER
EXISTING FLOOR
JOISTS PER PLAN
EXISTING
MASONRY
PIER
EXISTING
CONCRETE
FOOTING
SECTION VIEW
S5
EXISTING STUD WALL
NEW 2x10 BLOCKING
BETWEEN FLOOR JOISTS
NEW 4" CONC. SLAB WITH 6x6 10/10
W.W.M OR FIBER REINFORCEMENT OVER
6 MIL. POLY. VAPOR BARRIER OVER
POROUS STONE OVER SOLID SOIL
ADD NEW 4" CMU FOUNDATION WALL
UP AGAINST EXISTING FOUNDATION
WALL OVER EXIST. FOOTING FOR NEW
SLAB TO BEAR
NOTE:
1. FILL REINFORCED CELLS WITH CONCRETE. CONCRETE SHALL BE 3,000 PSI AT 28 DAYS. THE USE OF AN
ADMIXTURE TO FACILITATE CONSOLIDATION OF CONCRETE IS RECOMMENDED, IN ADDITION TO VIBRATION.
2. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI 318. PROVIDE CLEANOUT HOLES AT BOTTOM BLOCKS TO
ENSURE CONSOLIDATION.
3. REINFORCEMENT SHALL BE GRADE 60
4. SPACING FOR REBAR SHALL BE WITHIN 1" OF DIMENSION SHOWN. DISTANCE OF REBAR FROM EDGE OF WALL
SHALL BE WITHIN 2".
5. EXISTING CMU BASEMENT WALL LOOKS TO BE IN GOOD CONDITION. ANALYSIS OF THE EXISTING BASEMENT
WALL WAS NOT COMPLETED DUE TO THE UNKNOWN NATURE OF THE WALL CONSTRUCTION.THIS WALL
DESIGN IS BASED ON AN ASSUMED EQUIVALENT FLUID PRESSURE OF 45 PCF, ALLOWABLE BEARING
CAPACITY OF 2000 PSF
10
EXISTING BASEMENT WALL REINFORCEMENT
S5
Scale: a"=1'-0"
EXIST. 8" CMU
FOUNDATION WALLS
CONTRACTOR TO
VERIFY MIN. 18"x8"
EXISTING CONCRETE
FOOTING
EXISTING GRADE.
VERIFY 2000 PSF
BEARING PRESSURE
Scale: a"=1'-0"
IAI
0
III
A
i
I
At
Q
v
REPLACE DAMAGED AND
ROTTEN JOISTS
EXISTING SHEATHING OVER
EXISTING FLOOR JOISTS
EXISTING STUD WALL
WATERPROOFING
MEMBRANE PER
CONTRACTOR
FILL w/ #57
STONE
CONTINUOUS CONCRETE
FOOTING PER PLAN
O F-
Qw
o
EMBED NEW #4 BARS 6" INTO EXISTING
CONCRETE FOOTING @ 6" O.C. WITH
SIMPSON "SET" EPDXY OR EQUAL
EXISTING ASSUMED
CONCRETE FOOTING
NEW -TO -EXISTING FOOTING DETAIL
S5
EXISTING STUD WALL
NEW 2x10 BLOCKING
BETWEEN FLOOR JOISTS
POUR SELF -LEVELING CONCRETE
OVER EXISTING SLAB TO FLATTEN
FLOOR TO A MAX OF 2" THICK.
NEW 4" CONC. SLAB WITH 6x6
10/10 W.W.M OR FIBER
REINFORCEMENT OVER 6
MIL. POLY. VAPOR BARRIER
OVER POROUS STONE
OVER SOLID SOIL
ADD NEW 4" CMU FOUNDATION
WALL UP AGAINST EXISTING
FOUNDATION WALL OVER
EXIST. FOOTING FOR NEW
SLAB TO BEAR
NOTE:
1. FILL REINFORCED CELLS WITH CONCRETE. CONCRETE SHALL BE 3,000 PSI AT 28
DAYS. THE USE OF AN ADMIXTURE TO FACILITATE CONSOLIDATION OF CONCRETE
IS RECOMMENDED, IN ADDITION TO VIBRATION.
2. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI 318. PROVIDE CLEANOUT
HOLES AT BOTTOM BLOCKS TO ENSURE CONSOLIDATION.
3. REINFORCEMENT SHALL BE GRADE 60
4. SPACING FOR REBAR SHALL BE WITHIN 1" OF DIMENSION SHOWN. DISTANCE OF
REBAR FROM EDGE OF WALL SHALL BE WITHIN 2'.
5. EXISTING CMU BASEMENT WALL LOOKS TO BE IN GOOD CONDITION. ANALYSIS OF
THE EXISTING BASEMENT WALL WAS NOT COMPLETED DUE TO THE UNKNOWN
NATURE OF THE WALL CONSTRUCTION.THIS WALL DESIGN IS BASED ON AN
ASSUMED EQUIVALENT FLUID PRESSURE OF 45 PCF, ALLOWABLE BEARING
CAPACITY OF 2000 PSF
EXISTING BASEMENT WALL REINFORCEMENT
Scale: a"=1'-0"
EXISTING
CONCRETE SLAB.
EXIST. 8" CMU
FOUNDATION WALLS
CONTRACTOR TO VERIFY
MIN. 18"x8" EXISTING
CONCRETE FOOTING
EXISTING GRADE.
VERIFY 2000 PSF
BEARING PRESSURE
Scale: a"=1'-0"
0
Q
0
0)
Iv
REPLACE DAMAGED AND
ROTTEN JOISTS
EXISTING SHEATHING OVER
EXISTING FLOOR JOISTS
EXISTING STUD WALL
WATERPROOFING
MEMBRANE PER
CONTRACTOR
FILL w/ #57
STONE
NEW 4" CONC. SLAB WITH 6x6
10/10 W.W.M OR FIBER
REINFORCEMENT OVER 6
MIL. POLY. VAPOR BARRIER
OVER POROUS STONE
OVER SOLID SOIL
ADD NEW 4" CMU FOUNDATION
WALL UP AGAINST EXISTING
FOUNDATION WALL OVER
EXIST. FOOTING FOR NEW
SLAB TO BEAR
NOTE:
1. FILL REINFORCED CELLS WITH CONCRETE. CONCRETE SHALL BE 3,000 PSI AT 28
DAYS. THE USE OF AN ADMIXTURE TO FACILITATE CONSOLIDATION OF CONCRETE
IS RECOMMENDED, IN ADDITION TO VIBRATION.
2. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI 318. PROVIDE CLEANOUT
HOLES AT BOTTOM BLOCKS TO ENSURE CONSOLIDATION.
3. REINFORCEMENT SHALL BE GRADE 60
4. SPACING FOR REBAR SHALL BE WITHIN 1" OF DIMENSION SHOWN. DISTANCE OF
REBAR FROM EDGE OF WALL SHALL BE WITHIN 2'.
5. EXISTING CMU BASEMENT WALL LOOKS TO BE IN GOOD CONDITION. ANALYSIS OF
THE EXISTING BASEMENT WALL WAS NOT COMPLETED DUE TO THE UNKNOWN
NATURE OF THE WALL CONSTRUCTION.THIS WALL DESIGN IS BASED ON AN
ASSUMED EQUIVALENT FLUID PRESSURE OF 45 PCF, ALLOWABLE BEARING
CAPACITY OF 2000 PSF
12
EXISTING BASEMENT WALL REINFORCEMENT
S5
Scale: a"=1'-0"
16
1 945 J N PEASE PLACE, SUITE #204
CHARLOTTE, NC 2B262
CORPORATE LICENSE #: C-31 1 B
PHONE: [phone]
4y k L1.11+
q¢
SEAL
48941
" f fr'I,, jy 0'
SEAL FOR STRUCTURAL ONLY
For structural questions:
Cameron Lober
(704)-877-9093
3600 Sadler Road
Charlotte, NC 28278
tru ctu ra l
Details
Drawn: 12/1/2021
Scale: 411 = 1I-0"
S5
COPYRIGHT 2021 - PROPERTY OF INTELLIGENT DESIGN ENGINEERING P.C.