HomeMy WebLinkAbout51205-Z TOWN OF SOUTHOLD
BUILDING DEPARTMENT
TOWN CLERK'S OFFICE
SOUTHOLD, NY
BUILDING PERMIT
(THIS PERMIT MUST BE KEPT ON THE PREMISES
WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS
UNTIL FULL COMPLETION OF THE WORK AUTHORIZED)
Permit#: 51205 Date: 09/20/2024
Permission is hereby granted to:
Hufflepuff LLC
544 Broadway
Dobbs Ferry, NY 10522
To:
construct swimming pool addition to existing single-family dwelling as applied for per DEC
No-Jurisdiction letter and Trustees approval.
Premises Located at:
1580 N Bayview Rd, Southold, NY 11971
SCTM#70.-12-34
Pursuant to application dated 07/17/2024 and approved by the Building Inspector.
To expire on 03/22/2026.
Contractors:
Required Inspections:
FOOTING/REBAR, ELECTRICAL- ROUGH, ELECTRICAL- FINAL, DRAINAGE, FINAL,
Fees:
Single Family Dwelling- Addition&Alteration $448.50
SWIMMING POOLS-IN-GROUND WITH FENCE ENCLOSURE $300.00
CO Single Family Dwelling-Addition /Alteration $100.00
Total $848.50
wilding Inspector
TOWN OF SOUTHOLD—BUILDING DEPARTMENT
z Town Hall Annex 54375 Main Road P. O.Box 1179 Southold,NY 1 i971-0959
Telephone (631) 765-1802 Fax (631) 765-95021its:llv. alltl�olltca � a c
Date Received
APPUCATION FOR BUILDING PERMIT
For Office Use Only DID)
IS-PERMIT NO. 51) Building Insvector �r
Applications and forms must be filled out in their entirety. Incomplete
applications will not be accepted. Where the Applicant is not the owner,an .
Owners Authorization form(Page 2)shall be completed. TO 1P SO O
Date: I �f'l
OWNER(S)OF PROPERTY:
Name:Hufflepuff LLC scTM# 1000-
Project Address:1580 N Bayview ave, southold ny
Phone#: 055 -76 7 _ ScI[ GG Email:
Mailing Address:
CONTACT PERSON:
Name:James Blssett- Absolute Property care
Mailing Address:32 enterprise zone dr unit D Riverhead ny 11901
Phone#:63176739'15 F-m-aiti--absolutepropertycareli@gmail.com
DESIGN PROFESSIONAL INFORMATION:
Name:
Mailing Address:
Phone#: Email:
CONTRACTOR INFORMATION:
Name:Absolute property care
Mailing Address:32 enterprise zone drive unit D Riverhead ny 11901
Phone#:6317673915 �PmLaii-abSolutepropertycareli@gmaii.com
DESCRIPTION OF PROPOSED CONSTRUCTION
WNew Structure YAddition ❑Alteration ❑Repair ❑Demolition Estimated Cost of Project:
❑Other VEX21 78000
Will the lot be re-graded? ❑Yes iiiNo Will excess fill be removed from premises? ❑Yes ®No
1
PROPERTY INFORMATION
Existing use of property: 21
Intended use of property:
Zone or use district in which premises is situated: Are there any covenants and restrictions with respect to
this property? ❑Yes CWo IF YES, PROVIDE A COPY.
Check Box After Reading: The owner/contractor/design professional is responsible for all drainage and storm water issues as provided by
Chapter 236 of the Town Code. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone
Ordinance oi"Townaof SmM gJd,Suffolk,County,New York and other appk&iW Je laws,Ordinaries or RegWb ions,for the construction of buNings,
additions,alterations or for removal or demolition as herein described.The applicant agrees to comply with all applicable laws,ordinances,building code,
housing code and regulations and to admit authorized inspectors on premises and in building(s)for necessary inspections.False statements made herein are
punishable as a Class A misdemeanor pursuant,to Section 210.45 of the New York State Penal Law.
Application Submitted By(print ra ���'�'"J `�� authorized Agent ❑Owner
Signature of Applicant: Date: 7 1Z
STATE OF NEW YORKJ
SS:
COUNTY OF ` {, IV—)
being duly sworn, deposes and says that(s)he is the applicant
(Name of individual signing contract)above named,
(S)he is the
(Contractor,Agent, Corporate Officer,etc.)
of said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this
application;that all statements contained in this application are true to the best of his/her knowledge and belief; and
that the work will be performed in the manner set forth in the application file therewith.
Sworn before me this
Y
Lary Pu, tic of� A.STkPUN
ftly Pll�lil:,Stb
PROPERTY OWNER AUTHORMATION Mwowinwlia
(Where the applicant is not the owner)
I, residing at
do hereby authorize to apply on
my behalf to the Town of Southold Building Department for approval as described herein.
Owner's Signature Date
Print Owner's Name
2
Building,Department Application
AUTHORIZATION
(Where the Applicant is not the Owner,
Lk-,(—
residing at SLq
(Print property owner's name) (Mailing Address)
0 do hereby authorize
(Agent)
to apply on my behalf to the
Southold Building Department.
ky
lc�i � l
n is Signature)
(Date)
(Print Owner's Name)
Town Hall Annex
Glenn Goldsmith,President 54375 Route 25
A.Nicholas Krupski,Vice President P.O.Box 1179
Eric Sepenoski Southold, New York 11971
Liz Gillooly Telephone(631) 765-1892
Elizabeth Peeples Fax(631) 765-6641
�V ��
BOARD OF TOWN TRUSTEES
TOWN OF SOUTHOLD
June 13, 2024
James Bissett
Absolute Property Care
3�nterlartsE� Z ne Drivi ---
Riverhead, NY 11901
RE: HUFFLEPUFF, LLC
1580 NORH BAYVIEW ROAD, SOUTHOLD
SCTM#: 1000-70-12-34
Dear Mr. Bissett:
The following action was taken by the Southold Town Board of Trustees at their Regular
Meeting held on Wednesday, June 12, 2024:
RESOLVED, that the Southold T980860 rd of modify ees AayoRtOVE the to have a 25'x20'Administrative raised
Amendment to Wetland Permit# and a
deck with a 7'x13' above ground precast pool attached to the existing deck;
proposed free-standing 6.5'x7' hot tub on concrete slab 27' from bulkhead; and as
depicted on the site plan prepared by Young Associates„ received on May 15, 2024,
and stamped approved-on June 12, 2024.
Any other aVity witKin.10'r-1' of the tiotlar�,v '�nd ; regtlares a-perrp:t from this office.
This is not a determination from any other agency.
If you have any questions, please call our office at (631) 765-1892.
Sincerely,
X&
Glenn Goldsmith, President
Board of Trustees
New York State Department of Environmental"Conservation
Division of Environmental Permits, Region 1
SUNY @ Stony Brook
50 Circle Road, Stony Brook, NY 11790-3409
Phone:.(631)444-0365• Fax: (631)444-0360 .
Website:MKj.dec.ny,qov Joe Maitens
Commissloner
TIDAL WETLANDS LETTER OF NO-JURISDICTION
July 18,2011
Mr.Michael A.Carbone
P.O.Box 1164
Southold NY 11971
Re: NYSDEC#1-4738-0291-2/00002
1580 North Bayview Road
Southold
SCTM#1000-70-12-34
Dear Applicant:
Based on the information your agent subnjitted and additional New York State Department of Environmental
Conservation(NYSDEC)information,the NYSDEC has made the following determination.
The portion of the referenced property that is landward of the existing fictional bulkhead and western bulkhead return
totaling more than 100 feet in length,and the western property line that is less than 100 feet in length and extends from
the western bulkhead return to North Bayview Road,is beyond the jurisdiction of Article 25 Tidal Wetlands. Proof the
bulkhead,western bulkhead return,and North Bayview Road(paved)were in existence prior to 8/20/77 was verified
using Aerographics Corp.aerial photograph(Exp.#72-2023)dated 4/6/76.
Therefore,in accordance with the current Tidal Wetlands Land Use.Regulations(6 NYCRR Part 661)no permit is
required under thg Tidal Wetlands Act. Please be advised,however,that no construction,sedimentation,or disturbance of
any kind may take place seaward of the tidal wetlands jurisdictionajboundary,as indicated above,without a permit. It is
your responsibility to ensure that all necessary precautions are taken to prevent any sedimentation or other alteration or
disturbance to the ground surface or vegetation within Tidal Wetlands jurisdiction which may result from your project.
Such precautions may include maintaining adequate work area between the tidal wetland jurisdictional boundary and your
project(i.e.a 15'to 20'wide construction area)or erecting a t porary end,laa auearo ay bale berm.
Please be further advised that this letter does not relieve you of the responsibility of obtaining,any necessary permits or
approvals from other agencies.
Very truly yours,
R,R Evans
Re nal Permit Administrator
CC: FrankUellendahl,Architect
BOH—TW
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GENERAL NOTES 2020 RESIDENTIAL CODE NAILING SCHEDULE CLIMATIC GEOGRAPHIC DESIGN CRITERIA
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AL
1. ALL WORK MATERIAL AND EQUIPMENT SHALL BE IN ACCORDANCE WITH THE 2020 NYS RESIDENTIAL CODE AND LOCAL AUTHORITIES PT I E L E R I G ® U �L7
Description of Building Elements Number and Type of Fastener°'0'` Spacing and Location
2. FOUNDATION WALLS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000PSI AS PER R402.2. ROOt CLIMATECRAWL FOUNDATION MATERIALS
I L
ZONE FENESTRATION SKYLIGHT GLAZED CEILING WOOD MASS FLOOR BASEMENT SLAB SPACEOF
3. ALL LUMBER SHALL BE GRADE STAMPED DOUGLAS-FIR LARCH STRUCTURAL GRADE#2 OR BETTER 4-8d box(2 1/2"x0.113");or U-FACTOR U-FACTOR FENESTRATION R-VALUE FRAME WALL WALL R-VALUE WALL R-VALUE WALL
fl 1.Blocking between ceiling joists or rafters to top plate 3-8d common(2 1/7'x 0.131");or SHGC R-VALUE R-VALUE R-VALUE &DEPTH
4. PROVIDE DOUBLE HEADERS AND TRIMMERS AT ALL STAIR AND FLOOR OPENINGS,POSTS AND PARALLEL PARTITIONS,UNLESS OTHERWISE NOTED ON DRAWINGS. 3-10d box(3"x 0.128");or Toenail R-VALUE
3-3"x 0.131"nails
5. BRIDGING TO BE PROVIDED FOR ALL JOISTS AND FLOOR BEAMS WITH SPACING NOT TO EXCEED 8 FEET AS PER R502.7.1 4A 0.35 0.55 0.40 49 120 OR 13+5 8/13 19 10/13 10, 2FT 10/13 CLASS OF MATERIAL LOAD-BEARING PRESSURE Z
4-8d box(2 1/7'x 0.113");or
6. ALL DIMENSIONS AND GRADE CONDITIONS TO BE VERIFIED BY CONTRACTOR PRIOR TO START OF CONSTRUCTION AND ORDERING OF MATERIALS. THIS FOUNDATION 2.Ceiling joists to top plate 3-8d common(2 1/2"x 0.131");or per joist,toe nail (POUNDS PER SQUARE INCH)
HAS BEEN DESIGNED FOR A SOIL BEARING CAPACITY OF TWO(2)TSF AND GRADES LESS THAN 5%. CONTRACTOR SHALL VERIFY THAT THESE CONDITIONS ARE MET. ALL 3-1 Od box I x 0.128"):or
FILL BENEATH CONCRETE SLABS TO BE COMPACTED TO 95%. 3-3"x 0.131"nails
CRYSTALLINE BEDROCK 12,000 Z O
4-1 Od box(3"x 0.128");or
3.Ceiling joist not attached to parallel rafter,laps over
7. ALL HEADERS 6.OFT IN LENGTH AND OVER SHALL BE SUPPORTED BY DOUBLE UPRIGHTS,9.OF7 AND OVER BY TRIPLE UPRIGHTS. ALL HEADERS TO BE MINIMUM OF(2)2X8 91a P P 3 16d common(3 1/2"x 0.162);or Face nail GROUND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WINTER ICE BARRIER FLOOD AIR MEAN SEDIMENTARY&FOLIATED ROCK 4,000 U
OR AS SHOWN ON DRAWING. partitions(see Section R802.5.2 and Table R802.5.2) 4-3"x 0.131"nails SNOW DESIGN DESIGN UNDERLAYMENT HAZARDS FREEZING ANNUAL V > I�
®
8. PROVIDE FIREBLOCKING AT ALL LEVEL PENETRATIONS AS PER R302.11 4.Ceiling joist attached to parallel rafter(heel joint) Per table R802.5.2 Face nail LOAD SPEED TOPOGRAPHIC SPECIAL WIND WINDBORNE CATEGORY WEATHERING FROST LINE TERMITE TEMP. REQUIRED INDEX TEMP. SANDY GRAVEL AND/OR GRAVEL t-/
(see Section R802.5.2 and Table R802.5.2) (MPH) EFFECTS REGION DEBRIS ZONE DEPTH (GW AND GP) 3,000 I /1 Z
9. PROVIDE FLASHING AT ALL ROOF BREAKS,CHIMNEYS,SKYLIGHTS,EXTERIOR DOORS AND WINDOWS AS PER R905. 4-1 Od box IS'x 0.128");or \/
5.Collar tie to rafter,face nail or 1 114"x 20 ga.ridge 3-1 Od common(3"x 0.148"); Face nail each rafter ,5 SAND,SILTY SAND,CLAYEY SAND, H
10. DESIGN CONSULTANTS OR RECORD ARCHITECT/ENGINEER ARE NOT RESPONSIBLE FOR THE INSPECTION, SUPERVISION OR ADMINISTRATION OF THIS CONSTRUCTION 20 PSF 140 NO NO T.B.D. B SEVERE 36 MOD/HEAVY 11 D YES X 52.1 D LJ_
strap 4-3"x0.131"nails OR LESS
PROJECT. FEDERAL,STATE AND LOCAL ZONING AND BUILDING CODE COMPLIANCE SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. SILTY GRAVEL AND CLAYEY GRAVEL 2 000 LJ
3-16d box nails(3 1/2"x0.135');or WIND EXPOSURE CATEGORY:e (SW,SP,SM,SC,GM AND GC)
3-10d common nails 3"x 0.148";or 2 toe nails on one side and 1 toe nail
11. THIS DRAWING IS AN INSTRUMENT PREPARED TO FACILITATE CONSTRUCTION AND SHALL BE CONSTRUED AS A CONTRACT BETWEEN BUILDER AND OWNER. ( J MANUAL J DESIGN CRITERIA � its
6. Rafter or roof truss to top plate 4-1 Od box(3"x 0.128");or opposite side of each to or truss
4-3"x0.t31"nails CLAY,SANDY CLAY,SILTY CLAY,
12. SEWAGE DISPOSAL SYSTEM AND FRESH WATER SUPPLY SHALL BE DESIGNED AND BUILT IN ACCORDANCE WITH THE SUFFOLK COUNTY DEPARTMENT OF HEALTH. ELEVATION LATITUDE WINTER SUMMER ALTITUDE INDOOR DESIGN DESIGN HEATING TEMPERATURE CLAYEY SILY,SILT AND SANDY SILT 1,000 , �U 1 1 �
4-16d common I1/7'x0.13S');or HEATING COOLING CORRECTION FACTOR TEMPERATURE TEMPERATURE COOLING DIFFERENCE (Cl,ML,MH AND CH)13. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE 2020 NYS RESIDENTIAL CODE. 3-10d common(3 1/7'x 0.148");or Toe nail z
4-1 Od box(3"x 0.128");or I o o FOR SI:1 POUND PER SQUARE FOOT=0.0479 kPa �1 ^`
14. ARCHITECT IS TO BE NOTIFIED IN WRITING OF ALL CHANGES PRIOR TO AND DURING CONSTRUCTION. 4-3"x 0.131"nails 40 N 12.5 DEG 84 DEG CORRECTION 1 70 75 57.5 I v
7. Roof rafters to ridge,valley or hip rafters or roof a.Where soil tests are required by Section R401.4,the allowable bearing capacities of the soil shall be part of the recommendations. r�
rafter to 2-inch ridge beam 3-16d box(3 1/2 x 0.135");or b.Where the building offidal determines that in-place soils with an allowable bearing capacity of less than 1,500 psf are likely to be �[
15. ELECTRICAL AND MECHANICAL COMPONENTS TO BE DESIGNED AND SPECIFIED BY OTHERS. 2-16d common(3 1/7'x 0.162");or COOLING WIND WIND COINCIDENT DAILY WINTER SUMMER present at the site,the allowable bearing capacity shall be determined by a soils investigation. �.
3-1 Od box J3"x0.128");or End nail TEMPERATURE DIFFERENCE VELOCITY HEATING VELOCITY COOLING WET BULB RANGE HUMIDITY HUMIDITY j� U
16. ALL STRUCTURAL STEEL TO BE ASTM,A36 WITH ONE COAT EPDXY PAINT. ALL FASTENERS TO BE ASTM A-325 BOLTS,3/4"DIAM.MIN. 3-3"x 0.131"nails Z
9 15 7.5 71.5 RANGE M 30% 45-55%
17. CONTRACTOR SHALL OBTAIN ALL PERMITS AND INSURANCE NECESSARY TO PROTECT THE ARCHITECT AND OWNER. Wall
18. DO NOT BACKFILL AGAINST FOUNDATION WALLS UNTIL FLOOR SYSTEM INSTALLATION IS COMPLETE AS PER R404.1.7 8.Stud to stud(not at braced wall panels) 16d common(3 1/2"x 0.162"); 24"o.c.face nail 0
lOd box
.131" x 0.ils;or);or PROTECTION OF OPENINGS _
3"x 0.131"nails;or 16"o.c.face nail
19. PROVIDE CARBON MONOXIDE ALARMS ON EACH LEVEL AND IN BASEMENT(IF APPLICABLE). POSITION NEAR ENTRY FROM HOUSE TO ATTACHED GARAGE AREA AS R301.2.1.2 Exterior glazing in buildings located in windborne debris regions shall be protected from windborne debris. Glazed opening
PER R315 9.Stud to stud and abutting studs at intersecting wall 16d common(3 1/2"x 0.135");or protection for windbome debris shall meet the requirements of Large Missile Test ASTM E 1996 and ASTM,E 1886 as modified in Section
corners(at braced wall panels) 3"x 0.131"nails 12"o.c.face nail 301.2.1.2.1 Garage door glazed opening protection for windbome debris shall meet the requirements of an approved impact resisting
20. SMOKE DETECTORS ARE REQUIRED IN EACH BEDROOM AND ON EACH LEVEL OF DWELLING AS REQUIRED BY NEW YORK STATE BUILDING CODE AS PER R314 16d common(3 1/2"x 0.162") 16"o.c.face nail standard or ANSI/DAFMA 115.
10. Built-up header(2"to 2"header with 1/2"spacer) 16d common(3 1/2"x 0.162");or 16"o.c each edge,face nail
21. ANY ALTERATION,REPAIR,ADDITION OR CONVERSION TO ANY EXISTING DWELLING REQUIRING A BUILDING PERMIT REQUIRES THAT ALL SLEEPING ROOMS IN THE 16d box(3 1/2"x 0.135") 12"o.c each edge,face noel AIR BARRIER AND INSULATION DETAILS Exception:Wood structural ponies with a thickness of not less than 7116 inch and a span of not more than 8 feet shall be permitted for opening
HOUSE BE UPGRADED WITH HARD-WIRED AND INTERCONNECTED SMOKE ALARMS.CARBON MONOXIDE ALARMS/DETECTORS MAY BE BATTERY OPERATED,CORD-TYPE 5-8d common 2 1/2"x0.113")or,
OR DIRECT PLUG WHEN INSTALLED IN BUILDINGS WITHOUT AN ELECTRICAL POWER SOURCE,OR IN BUILDINGS WHERE EXISTING INTERIOR WALL OR CEILING FINISHES ARE 11.Continuous header to stud protection. Panels shall be precut and attached to the framing surrounding the opening containing the product with the glazed opening.
4-8d box(2 1/2"x 0.131"j;or Toenail Panels shall be predrided as required for the anchorage method and shall be secured with the attachment hardware provided. Attachments
NOT REMOVED TO EXPOSE THE STRUCTURE AS PER APPENDIX J. 4-1 Go!box(3"x 0.128")
shall be designed to resist the component and cladding loads determined in accordance with either Table R301.2(2)or ASCE7,with the
22. THE NYS CODES APPLY TO ACCESSORY STRUCTURE DESIGN. 16d common(3 1/2"x 0.162");or 16"o.c.face nail COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA permanent corrosion-tesistant attachment hardware provided and anchors permanently istalled on the building. Attachment in accordance
12.Top plate to top plate I Od box(3"x 0128");or with Table R301.2.1.2 5 premitted for buildings with a mean roof height of 45 feet or less where the ultimate design winds speed,V ult,is 180 mph
W x 0.131"nails 12"o.c.face nail A continuous air barrier shall be installed In the building envelope, Air-permeable Insulation shall not be used as a sealing g p p
23. GARAGE DOORS SHALL BE RATED FOR 130MPH WIND LOAD. GENERAL REQUIREMENTS The exterior thermal envelope contains a continuous air barrier. or less.
8-16d common(3 1/2"x 0.162"):Or Breaks or joints in the air barrier shall be sealed
12-16d box(3 1/7'x 0.135");or TABLE R301.2.1.2 WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULE FOR WOOD STRUCTURAL PANELS a,b,c,d
13.Double top plate splice Face nail on each side of end joint The air barrier in any dropped ceiling/soffit shall be aligned with the The insulation in any dropped ceiling/soffit shall be aligned with the air
12-10d box(3"x 0.128);or CEILING/ATTIC Insulation and any gaps In the air barrier sealed.Access openings,drop barrier.
12-3"x 0.131"nails (minimum 24"lap splice length each down stairs or knee wall doors to unconditioned attic spaces shall be Panel 4 feet< 6 feet<
FRAMING NOTES Side of end joint) sealed. FASTENER TYPE spans panel span panel span
The junction of the foundation and sill plate shall be sealed. Cavities within comers and headers of Name walls shall be insulated by 4 feet S 6 feet s 8 feet
The junction of the top plate and the top of exterior walls shall be completely filling the cavity with a material having a thermal No.8 wood screw based
16d common(3 1/7'x 0.162") 16"O.C.face nal WALLS sealed.Knee walls shall be sealed. resistance of R-3 per Inch minimum.
1. ALL FRAMING LUMBER SHALL BE GRADE STAMPED DOUGLAS FIR-LARCH STRUCTURAL GRADE N0.2 14.Bottom plate to joist,rim joist,band joist or blocking 16d box(3 1/7'x 0.1 5");or Exterior thermal envelope insulation for framed walls shall be Installed anchor with 2-inch embedment 16 10 8
(not at braced walls) 3"x 0.131"nails 17 o.c.face nail In substantial contact and continuous alignment with the air harder. length
2. ALL SHEATHING TO BE APA RATED,EXPOSURE 1,1/2" The space between window/doorjambs and framing,and skylights No.10 wood screw based
3-1 bd box(3 1/2'x 0.135"J or 3 each 16"O.C.face nail WINDOWS,SKYLIGHTS AND DOORS and naming shall be sealed. anchor with 2-inch embedment 16 12 9
3. ALL SUBFLOORING TO BE APA RATED STURD-I-FLOOR EXPOSURE 1,3/4"MIN.THICKNESS. ALL EDGES OF PLYWOOD TO BE SET ON SOLID BLOCKING. GLUE AND NAIL 15.Bottom plate to joist,rim joist,band joist or blocking 2-16d common(3 1/2"x 0 162);or 2 each 16"o.c.face nail
PLYWOOD SUBFLOOR TO FLOOR JOISTS, (at braced wall panels) 4-3"x 0.131"nails 4 each 16"o.c.face nail RIM JOISTS Rim joists shall include the air barrier. Rim joists shall be insulated. length
1/2-inch lag screw based anchor
4-8d common 2 1/2"x 0.1 13";or The air barrier shall be installed at any exposed edge of insulation. Floor framing cavity insulation shall be installed to maintain permanent 16 16 16
4. ALL HEADERS 6'-0"AND OVER SHALL BE SUPPORTED WITH DOUBLE UPRIGHTS,9'-0"AND OVER WITH TRIPLE UPRIGHTS. ALL HEADERS SHALL BE A MINIMUM OF(2)2 X 8 ( ) contact with the underside of subfloor decking,or floor framing cavity with 2-inch embedment length
3-16d box(3 1/2"x 0.135");or FLOORS(INCLUDING ABOVE GARAGE Insulation shall be permitted to be In contact with the top side of
OR AS SHOWN ON DRAWING. 4-8d common(2 1/7'x 0.131");or Toe nail AND CANTILEVERED FLOORS) sheathing,or continuous insulation installed on the underside of floor
4-11 box(3"x 0.128");or framing;and extends from the bottom to the top of all perimeter floor
5. SOLID BLOCKING SHALL BE PROVIDED FOR ALL JOISTS AND FLOOR BEAMS AS PER NYS CODE OR AS NOTED @ 8'-0" O.C.MIN, PROVIDE 2"SPACE FOR AIR. i6. Top or bottom plate to stud 4-3"x 0.131"nails framing members.
3-16d box(3 1/2"x 0.135")•or Exposed earth In unvented crawl spaces shall be covered with a Class I Where provided Instead of floor insulation,Insulation shall be permanently
6. DOUBLE FRAMING AROUND ALL OPENINGS(SKYLIGHTS,STAIRS,ETC.)OR AS NOTED ON DRAWINGS. 2-16d common(3 1/2"x 0.162");or CRAWL SPACE WALLS vapor retarder with overlapping joints taped. attached to the crawl space walls.
3-16dcommon.12/Z'x End nail ROOF COMPONENT AND CLADDING PRESSURE ZONES
7. DOUBLE UP FRAMING UNDER ALL POSTS AND PARALLEL PARTITIONS OR AS NOTED ON DRAWINGS. SHAFTS,PENETRATIONS Duct shafts,utility penetrations,and flue shafts opening to exterior or
3-3"x 0.131"nails unconditioned space shall be sealed.
8. ALL FLUSH WOOD CONNECTIONS SHALL BE FASTENED WITH RATED GALVANIZED METAL CONNECTORS BY"SIMPSON"OR APPROVED EQUAL,NAIL PER 3-1 Od box(3"x 0.128");or a a
Batts in narrow cavities shall be cut to fit,or narrow cavPoes shall be O
MANUFACTURERS SPECIFICATIONS 2-16d common(3 1/7'x 0.167');or Face nail NARROW CAVITIES filled b Insulation that on Installation readily 17.Top plates,laps at comers and intersections y y conforms to the o a o
3-3"x 0.131"nails available cavity space.
9. NAILING SCHEDULE SHALL BE AS PER THE 2020 NYS RESIDENTIAL CODE. 3-8d box(2 1/2"x 0.113");or GARAGE SEPARATION Air sealing shall be provided between the garage and conditioned spaces. =v
2-8d common(2 1/7'x 0.131");or
10. PLYWOOD SHEATHING TO BE NAILED AS PER NAILING SCHEDULE PROVIDED. 18. 1"brace to each stud and plate 2-11 box(3"x 0.128");or Face nail Recessed light fixtures installed in the building thermal envelope shall Recessed light fixtures installed in the building thermal envelope shall 0 0 NICK MARKS
2 staples 1 3/4" RECESSED LIGHTING be sealed to the drywall. be air tight and IC rated.
11. ALL INTERIOR AND EXTERIOR FINISHES,FLASHING,AND WATERPROOFING SHAH BE BY APPROVED BY ARCHITECT. 3-8d box(2 1/2"x 0.113");or Batt insulation shall be cut neatly to fit around wiring and plumbing in h h
a.
2-8d common(2 1/2"x 0.131");Or PLUMBING AND WIRING exterior walls,or Insulation that on installation readily conforms to i '
12. ALL ROOF RAFTERS SHALL BE ATTACHED TO THE PLATE AND STUD WITH GALVANIZED HURRICANE TYPE CONNECTORS BY"SIMPSON"OR EQUAL. 19. I"x 6"sheathing to each bearing 2-1 Od box 13"x 0.128");or Face nail available space shall extend behind piping and vi ring. 0 5 7'
w`. 70<O 5 27°
2 staples,1"Crown,16 go.,1 3/4"long The air barrier Installed at exterior walls adjacent to showers and tubs shall Exterior walls adjacent to showers and tubs shall be Insulated.
13. ALL PRE-ENGINEERED LUMBER SHALL BE GEORGIA PACIFIC GPI SERIES WOOD 1•BEAMS AND LVL PRODUCTS OR EQUAL. ALL JOISTS,GIRDERS,AND HEADERS SHALL SHOwER/TU8 ON EXTERIOR separate them from the showers and tubs. °
HAVE BEARING STIFFENERS INSTALLED AS PER MANUFACTURERS RECOMMENDATIONS. WEB STIFFENERS SHALL BE REQUIRED SHALL BE REQUIRED AT ALL LOAD AND 3-8d box(2 1/2"x 0.113");or
BEARING POINTS AT A MINIMUM. A SINGLE 1 3/4"LVL RIM JOIST SHALL BE REQUIRED AT FLOOR PERIMETERS. HANDLING,STORAGE,AND ERECTION OF COMPONENTS GABLE ROOFS PROVIDE COMMON NAILS 4'O.C.
3-Sd common(2 1/7'x 0.131");or ELECTRICAUPHONE BOX ON The air barrier shall be installed behind electrical or boxes or HIP ROOFS AT HIGH PRESSURE ZONE-6'"O..C.
SHALL BE AS PER MANUFACTURERS RECOMMENDATIONS. 3-1 Od box(3"x 0.128");or EXTERIOR WALLS air-sealed boxes shall be Installed. 0 5 7° 70<O 27° AT ALL OTHER PORTIONS OF ROOF
20. 1"x 8"and wider sheathing to each bearing 3 staples,1"crown,16ga.,1 3/4"long Face nail HVAC register boots that penetrate building thermal envelope shall be sealed a }a� TYPICAL,
Wider than 1"x 8" HVAC REGISTER BOOTS
•' - 4-8d box(2 1/2"x 0.113);or to the subfloor or drywall.
3-8d common(2 1/7'x 0.131");or
4 staples,1"crown,16 ga.,1 3/4"long
PROJECT DETAILS:
L E NE) �--- 6"DIAMETER Floor
` In
4-8d box(2 1/2"x 0.113"J;or
21. Joist to sill,top plate,or girder 3-8d common(2 1/2"x 0.131");or PROVIDE 8d NAILS @ 4"O.C.AT PERIMETER INTERIOR U_
REFLECTIVE WHITE
® g 3-1 Od box(3"x0.128");or Toenail 70<0 5 45° PORTIONS OF PANELS IN HIGH PRESSURE ZONES
REFLECTIVERED - � '� .� �" 3-3'X 0.131"nails a
Residential structures wUJ
ith PANTONE#187 9 Ed box(21/2"X 0,113") Vo.c,toenail Q V)
NOTE:a=4 Ff,IN ALL CASES
22. Rim joist,band joist,or blocking To sill or top plate 8d common(2 1/2"x 0.131");or GABLE ROOFS ,0
Truss type construction, (roof applications else) I Od box IS'x 0.128");or 6"o.c,toenail
nail DECKING D 70<Q 45'
3"x 0.131' SIMPSON H8 TIE <
Pre-Engineered Wood 23. 1"x 6"subflooror less to each joist 3-8d box(21/7'x0.113");or Face nail EACH FLOOR JOIST �/�
Y� ►1 �.J Y 2-8d common(2 1/2"x o.131")'or PROVIDE SIMPSON CCQ 1- J
Construction I and/Or Timber 3-1 Od box IS'x 0.128"0;or CAP TO ATTACH POST TO Q �..�.i
'Fxr ` 2 staples,t"crown,16 ga.,1 3/4"long TOP OF GIRDER
Construction for new 24.7'subfloor to joist or girder 3-16d box(3 1/2"x 0.135"0;or Blind and face nail 2 X 8 PTL FLOOR
z 7-
dwelling and/or any - ox(31/Z'x0135);or , Q Cn,6'Q.C.C JOISTS
3 16d b 2 2 X 8 PTL GIRDER BOLTED O
25. 7'planks(plank&beam-floor&roof) At each bearing,face nail ( )
• 2-16d common(3 1/2"x 0.167') TO 4 X 4 PTL WOOD POST WITH
addition, alteration a sign MIN.g H 3-16d common(3 1/2"x 0.162")
symbol designed in •-
4-10 box(3"x 0.128");or THRU BOLTS WITH WASHERS&NUTS
1/2„ 26. Band 4-3"x0.131"nails;or End nail SIMPSON CC44 POST CAP
accordance with Title 10 STROKE 4-3"x14 go.staples.7116"crown +_i ON 12 < Q
THE CONSTRUCTION TYPE TAPER \\\\
DESIGNATION SHALL BE Nail each layer as follows:32"o.c.at
NYCRR Part 1265 shall be 20d common(4"x0.197')
"I","11","III","IV'OR Top and bottom and staggered PTL 4 X 4 WOOD POST /
TO INDICATE THE CONSTRUCTION GENERAL NOTES CONTINUED: ry
CLASSIFICATION OF THE 10-d box(3"x 0.128");or 24"o.c.face nail at top and bottom SIMPSON ABAZ POST-TO-BASE
affixed to any electric box STRUCTURE UNDER DESIGNATION FOR STRUCTURAL 27. Built-up girders and beams,2"lumber layers 3"x 0.131"nails staggered on opposite sides ANCHOR,SET WITH MIN.12"DIAM.
SECTION 602 OF THE BCNYS COMPONENTS THAT ARE OF ANCHOR BOLTS Q nrV
UJ � a-
attached to the exterior o And: 1.THISDRAWINGSHOULDBEUSEDFORDESIGNINTENTPURPOSES.
TRUSS TYPE CONSTRUCTION 2-2od common(4"x0.t97');or Face nail at ends and at each plate CC44 `�J, • FLOOR FRAMING,INCWDING 3-1 Od box(3"x 0.128");or ��' 2.THE CONTRACTOR IS RESPONSIBLE FOR ALL WORK AS INDICATED AND SHALL f/1
the structure for field III "F" GIRDERS AND BEAMS 3-3"x0.131"nails `/ '
SIMPSON POST -." .:'••'
inspection
M IN „ POURED CONCRETE FOOTING PIER •'
IR' ROOF FRAMING 4 16d box(3 1/2"x 0.135");or
I nS pectl O n CAP (TYPICAL) MIN.14"0 AND 36"BELOW GRADE FIELD VERIFY All DIMENSIONS AND WORK PRIOR TO AND DURING CONSTRUCTION.
BUILDING 23, Ledger strip supporting 3-lbdcommon(3I/2"x0.162");or +; ' 1 '
FR' FLOOR AND ROOF FRAMING p ppOrfing jaiStS Of raffers At each joist or rafter,face nail LLI
4-1 Od box(3"x 0.128");or
http://www.dos.ny.gov/dcea/ STANDARDS AND CODES ;• 3.CONTRACTOR TO NOTIFY ARCHITECT IMMEDIATELY OF ANY DISCREPANCIES IN THE DOCUMENTS OR FIELD CONSTRUCTION, Q
4-3"x0.131"nails ... •;e• ��
notieadopt.html#Truss 29. Bridging or blocking to joist 2-1 Did(3"x0.128")or2-8d common(21/7'x0.131"or2-3"x0.131nails) Each end,toe nail FAILURE TO DO SO WILL RESULT IN THE CONTRACTOR TAKING FULL RESPONSIBILITY FOR SAID DISCREPANCIES.
••� +:•„', 4,WALL THICKNESS ARE NOMINAL NOT ACTUAL DIMENSIONS.REFER TO WALL SPECIFICATIONS ON PLAN. Q
Spacing of Fasteners �••, ."
S.UNFORESEEN CONSTRUCTION SITUATIONS MAY REQUIRE A CHANGErV
Description of Building Elements Number and Type of Fastener°b` Edges Intermediate
. :.'
(inches)h supports-e ® IN DESIGN FROM ORIGINAL PLANS.(OWNER AND ARCHITECT TO BE NOTIFIED PRIOR TO ANY CHANGES)
AS PER CODE: (inches)
HOLD DOWN & SHEAR CONNECTION CRITICAL PATH Wood structural panels,subfloor,roof and interior wall sheathing to framing and particleboard wall sheathing to framing PORCH POST/DECK CONNECTION >--
6d common(2"x0,113")nail(subfloor,wall) ,
30. 3/S"-1/2" 8d common(2 1/7'x 0.131")nail(roof)or RSRS-01(2 3/8"x 0.113")nail(roof)' 6 12
31. 19/32'-1" 8dcommon(21/7'xO.131")nail(roof)orRSRS-01(23/8"x0.113")noil(roof? 6 12' DESIGN CRITERIA
IOd common(3"x0.148");or NYS REGISTERED DESIGN PROFESSIONAL
SIMPSON lSTA21 STRAP;11/4"X 20 GA. 32. 1 1/8'-1 1/4" 6 12
RIDGE STRAPS TO RESIST WIND UPLIFT; c pNu°N�FROM RAMR 8d(2 1/T x 0.131")deformed nail Buildings and structures,and parts thereof,shall be constructed to safely DRAWN FOR:
4-1 OD BOX(3"X0.128") IOIIUDIttPICAl ALL RARERS Other exterior wall sheathing support all loads,including dead loads,live loads,roof loads,flood loads,snow ENERGY CODE COMPLIANCE STATEMENT
W/SdO NAILB EACH END
loads wind loads and seismic CAROLINE
36°MIN. PROVIDESNOW/KE SHIRO ExTENDING FROM 1 1/2" alvanized roofin nail,7116"head PROVIDE ADEQUATE S m c loads as prescribed by the 2020 NYS Residential
ris EDGE OF TIES VSE TUA POMTUPWARDUN 33, 1/2"structural cellulosic fiberboard sheathing g g 3 6 FLASHING BEHIND LEDGER Code. The construction of buildings and structures in accordance with the
diameter,orl 1/4"Ion 1 TO THE BEST OF MY KNOWLEDGE, BELIEF
TIE ROOF 36-MIN BEYOND INE BKIDE SURFACE g 6 go.staple with 7/16"or 1"crown 9
OF TIE IX1ERgR WALL FYPICALI provisions of this code shall result in a system that provides a complete load
1 13/4"galvanizedrooMgnail,7/16"head PROVIDESIMPSONTECO AND PROFESSIONAL JUDGMENT, (/\J
sh,�pO11H1b1 34.25/32"structural cellulosic fiberboard sheathing 3 6 POST CAP JOIST HANGERS(TYP.J path that meets the requirements for the transfer of loads from their point of B U R T\.J N
TOPN P�TENECI To RAFTaf diameter,or 1 1/2"long 16 go.staple with 7/16"or 1"crown
CONNECTOR Z origin through the load-resisting elements to the foundation. THE ATTACHED PLANS OR SPECIFICATIONS
35. 1/7, 1 1/2"galvanized roofing nad;staple galvanized, ARE IN COMPLIANCE WITH THE 2020
MBT,17 MEpl$TRMa gypsum sheathing 1 1/Z'ong;1 1/4"screws,Type W or S 7 7 -2020 RESIDENTIAL CODE OF NEW YORK STATE
LACK POR;CS7D%36'
•sups w/(.IwNNLS 1X6WOOD cN ENERGY CONSERVATION CONSTRUCTION
EACHSNp 1 3/4"galvanized roofing nail;staple galvanized,
36.5/8'gypsumsheathingd 7 7 DECKING -2020 PLUMBING CODE OF NEW YORK STATE CODE OF NEW YORK, 2020 NYS
ROVIDC.
PIOMMON OF ' 1 5/8"long;1 5/8"screws,Type W Or$ C6S66 1580 N. B AYV I E W R D.
o c.AT ExrERioREDcr of ALL -2020 EXISTING BUILDING CODE OF NEW YORK
BNEA,HING Wood structural panels,combination subfloor underlayment to framing RESIDENTIAL BUILDING CODE, AND 2020
II BD NNL$TYPICAL SIMPSON POST 2 I 8 PTL STS@FLOOR SOUTHOLD, NY
7/Id•MIN APA RAIEp SIMPSON ROOR TO FLOOR
JOISTS®16"O.C. 2020 ENERGY CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE EXISTING BUILDING CODE.
PLYwoop tO EJ;mmro CONNECTOR azoAx••hd'o.e. 6d deformed(2"x0.120J nail;or
TOP CF TOP PIATE T 1 37.3/,"and less 6 12 BASE (TYPICAL)
8d common(2 1/2"x 0.131")nail
8d deformed(2"x 0.129)nail;or 2 X 8 PTL LEDGER BOARD _ S CTM: 1000-70-12-34
PLooa.IOIST 36. 7/8"-1" 6 12 BOLTED TO DWELLING WITH Z
8d common 2 1/2"x 0.131" nail MIN,'2"DIAM.X 6"LONG
DOUBLETOPPLAM PLYWOODSHEATNNGOVER W BOX 39. 1 1/8"-1 1/4" 8d deformed(2"x 0.12O')nail;or GALV.LAG SCREWS @ 16"O.C.
EEA 'P.ROTOM.MAKE HEADEa 6 12 AqB IP STANDOFF STAGGERED AS PER TABLE R507.2.3 .�•;
2X d•IrO C. AuowANce foe sNaiNKAGE w/ 10dcommon 3"XD.148" nail 0 y CV
CO-TIONAL 2x JOIBIB(TYPh 20%36';h I/2 WIDE SATISFIES •t,•.••:.
ttPI-AL STUD hEEGINEERED
AGE MnAL STRAP HOLD-DOWN DEV ICE MIN.750 LBFor SI:1 inch=25.4mm,1 foot=30.48mm,1 mile er hour=0.447 m/s;1 ksi=6.895MPa 3' MINIMUM CODE CAPACITY AT 4 LOCATIONS,EVENLYSEAL.DESIGN p REQUIREMENTS DISTRIBUTED ALONG DECK AND ONE �•A
a.Nails are smooth-common,box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum average bending SIDECOVER (� WITHIN 24"OF EACH END OF THE SHEET.
hnwioEa,cncEMErALnw,P•Rs yield strengths as shown:80 ksi for shank diameter of 0.192 inch(20d commonnail),90 ksi for shank diameters larger than 0.142 inch but not larger than 0.177 inch,and 100ksi for LEDGER.HOLD-DOWN DEVICES SHALL
QC.(M )&ITFROMAMCOR,u TOP OF FOUNDATION shank diameters Of 0.142 inch.
(MA 1 WW AROUND SILL F A n FULLY ENGAGE DECK JOIST PER
PROVIDE(�I BD NAILSIMOSILL PLATE b.Staples are 16 gage wire and have a minimum 7/16-inch on diameter crown Width. a:;, •,c.Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. HOLD-DOWN MANUFACTURER. TIL/^/
E ER U N N ER
d.Four-foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically. FULLY THREADED 8'DIA.LAG �.e• n1C
NA I.SHEATHING TO sia PIATE El.Spacing of fasteners not included in this table shell be based on Table R602.3(2). SCREW PREDRILLED W/MIN.3" G
Be NABS 0 rO.C. PLOO11.1DIsr I.For wood structural panel roof sheathing attached to gable end roof framing and to Intermediate supports Within 48 inches of roof edges and ridges,nails shall PENETRATION TO CENTER OF ". ;•^, (?,n
2x6AC0SILL PLATE U be spaced of 6 Inch es on center where the ultimate design wind speed is less than 130 mph and shall be spaced 4 inches on center where the ultimate design TOP PLATE,STUDS,OR HEADER ENGINEERING VC DESIGN P.C.
!fi
wind speed is 130 mph or greater but less than 140 mph. ,5...' •' '•( ••' '� q �'
SEE rou DnnoN DRAW tics ANCH.eareoroM Pu Ero DN.;sre n. g.Gypsum sheathing shall conform to ASTM C 1396 and shall be installed in accordance with GA 253.Fiberboard sheathing shall conform To ASTM C 208.
TOR DESIGN BOL1S 03YOCIttP.J.PROVIDETMIN. " 4' ;
EMBEDMENt IMO CONCRETE FOUNDATION h.Spacing of fasteners on floor sheathing panel edges applies to panel panel edges supported by framing members and required blocking and at floor perimeters only.Spacing
ALB,3'SNA0.sO AREE w"EH TO
zBE of fasteners on roof sheathing panel edges applies to panel edges supported by framingmembers and required blocking.Blockdn of roof or floor sheathing g 7 R I D G E W O O D ST. t �� �.
SECTION ELEVATION q g' g g panel edges '
ANY CORNER,AND d"hY fROMTHEENp OF perpendicular to the framing members need not be provided except as required by other provisions of this code.Floor perimeter shall be supported by framing members or solid :`•..• L°1J
EACH PUrE SECLION blocking. 1 P ceiling ceiling BAYS H O R E, NY - '
I.Where a rafter is fastened to an adjacent parallel ceilin Dist in accordance with this schedule,provide two toe nails on one side of the rafter and toe nails from the ceilin Dist to
top plate in accordance with this schedule.The toe nail on the opposite side of the rafter shall not be required. 77O{TB�(�@ (G
j.RSRS-Ol is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
�'��` a�P�
POST BASE PORCH/DECK TO HOUSE CONNECTION PHONE: 631-839-4824 fSS1
04.12.24
DATE: 03.27.24
SEAL:
KW D R,
01 4'-0"
3-4- 2„ w
A
a
A
�--- 1—I--r—r-�
25-0"
-0° IVO AhL
612„ I I I I : 5-7 1/2" 5'-5 1/2" 5-9 1/2„ �6' S
6(g0
RAr/t/
co -0
I I I I I � A � 3 >
N @ —————————
20--
1 •
(2) 2 X$PTL 1 �� (2) 2 X 8 PTL � -,
J �`�/ GIRDER ` / GIRDER J
I � I
10
4 X 4 PTL POST ATOP 14"
DIAMETER CONCRETE SONO I ` z
@ TUBE FOOTING WITH MIN.DEPTH I cq
OF 36"BELOW GRADE a 20 O
(TYPICAL) i o O CA \ O Z O
00 -J
I x ' J O
I v^ C�
_L_ �— . — . — .r-� . (2) GIRDER / � (2) 2GRRDER
EXISTING DECK co,
I
I 13'-0" 3'-0"
U o
U� �- " I LL-
13 X 7 X 5 1 DEEP I `
/�� C'� � z
J PRECAST SOAKE POOL/SPA00
U�
" I ti O
°Gs�c s � z
------------------------- 01���,�, 0
// \\ &\69 2 2X8PTL
/ \ �a• l ( EI�1 . (� �� �� ( ) 2 X 8 PTL . r� - t��
/ \ F,F, / GIRDS o ` GIRDER I o V� ��p_ 0�
/ \ ( (2) 2X8PT1_ r> �� (2)2X8�TC�\ ,
-----// `sp% \ e ----- GIRDER �� ------- / GIRDER ��I o �i� �' �SO,
LH
6-8" 6-8 i/2" A 6'-8" '-0"
41
3'-6 1/2" 21'-5 1/2" I
EXISTING
25-0" \ DECK TTC
0 5.0'_ --
' I4 ,
D E C K F I P L PROPOSED (9?J I
_ — PROPOSED
SCALE: 1 /4 1 0
POOL
NICK MARKS
4'-0" •�
PROJECT DETAILS:
25-0"
o O
�60 �N a
o. z z p
Q V)
CL
N ,7 0 0 F__
-
NEW DECK 19'-7 1/2" 54' � 5 w
20.p2► w �C o Q
13'-0" 3'-0" Lu
TO
UILT
EXISTING DECK 36i H GHBw/BALLUSTEERSE @
1 X 6 PLANKING - <4"APART w
2 X 8 PTL JOISTS @ 16"O.C. In
7-10" w
,
7-0 0 ui
U PLOT PLAN
13 X 7 X 5 1 DEEP
PRECAST SOAKE POOL/SPA q (2) 2 X 8 PTL 13' X 7' X 5'-1" (2)2 X 8 PTL _
n 0 —
GIRDER DEEP GIRDER
PRECAST SOAKE
ALE: 1 = 20' 0
POOL/SPA GRADE
. 4 X 4 PTL POSTS ----'
14"DIAMETER CONCRETE DECK COMPLIANCE NOTE:
SONOTUBE FOOTING W/
MIN.DEPTH OF 36"BELOW PROPOSED DECK IS IN COMPLIANCE WITH THE 2020 DRAWN FOR:
A
GRADE(TYPICAL)25'-0" RESIDENTIAL CODE OF NEW YORK STATE SECTION R507 CAROLINE
3'-6 1 21'-5 1/2"
_71
AND DECK LATERAL ATTACHMENT AS PER FIGURE
R507.2.3 (2). BURTON
DECK FOOTING SIZES SHALL COMPLY WITH TABLE R507.3.1
SECTIOILN41 —A. 1580 N. BAYVIEW RD.
SOUTHOLD, NY
SCALE: 1 /4 11
/411 = 1 1
-011 SCTM: 1000-70-12-34
DECK PLAN-
SEAL: SHEET:
SCALE: 1 /4" = 1 '-0"
TIDERUNNER NE
ENGINEERING & DESIGN, P.C. >a�
7 RIDGEWOOD ST. ``\' w
BAYSHORE, NY s �"` `6
�0 770os
PHONE: 631-839-4824 '°'�� ssia ��
04.12.24
DATE: 03.27.24
Page 1 of 15 Checked by:CCFH
Project Number:2022.397.002
.�` F CO/VN
DESIGN COMPUTATIONS FOR „` t JOS£PHNo 2Cx';23
y00
:��••�/ O : 1 MIEC^,,)NS'
� .,sE. ���,,• Soake Pools ,vo. :z» +,` 1
Ga`, 7 » » 7 �7 : * Q
,;,E„►�m,E 7 - 0 x 7 - O x 4 - 4 ID ••.°� ` NSE° At"�';
Precast Pool Mold
oz/18/zozz ++'++,sfQ�A:EN�•e°••
PREPARED FOR: 02/18/2022
Larson Design, LLC
118 Perkins Road, Madbury, �•.\� oF.?JEW
NH 03823 US T� �I*.......
�� ���;�;�s�=,
A
� m�
OF
• JO J.
°oeepeiAi °%`, r
A ' PREPARED BY:
MIECZKOWSKI . •
No. 11738 .4jr
oz/18/zozz
'�,�`,S\•• • 6 DELTA
EN. ..• �� SPECIALTY PRECAST CONCRETE ENGINEERS
02/18/2022 860 Hooper Road, Endwell,New York 13760 GL
TEL: 607-231-6600 FAX: 607-231-6650
EMAIL: precast@delta-eas.com
www.delta-eas.com �. ., rA
V
SSION*L�
y,0
Q 02/18/2022
O
O G •
JOSEPH ,; 1A0% °M#,
< o MIEC7J< ;, SKI f �r�(�,QF `/
4.J qF C�
No,5;3333
'a 2 : : fi • Q�' �1
ass/ANAL EN��,.� = No.9297 25
►►��..•�'` ? Structural I ac
02/18/2022 �'��/ (�•�!CEr4S1V
IONAL t •`•
02/18/2022
Page 2 of 15
7'-8" SQUARE
4" 7'-0" SQUARE 4"
1 1••
2
COV.
1'-10"
#3 @ 10" OC
if #3 ® 10" OC
6"
4'-10"
7
V
0' OC
#3 ® 10" OC 1 •,
COV.
#3 ® 10" OC OC
MIN.
ORNERS
6" MIN.
LAP
51,• 3'-8„ 51,.
2 4•-7"
ELEVATION VIEW ><
DESIGN NOTES TYPICAL OPENING DETAIL
(TO BE VERIFIED BY EOR) (ROUND SHOWN, SQUARE OR RECTANGULAR SIMILAR
1. DESIGN PER AASHTO 17TH ED WITH 300 PSF
PEDESTRIAN LOADING. PREPARED FOR:
2. BAR COVER = 11" U.N.O. LARSON DESIGN, LLC
3. EARTH COVER = 0'-0" MAX.
4. EQUIVALENT FLUID PRESSURE = 81 PCF 118 PERKINS R D
5. f'c @ 28 DAYS = 5,000 PSI MADBURY, NH 03823
6. WATER TABLE = AT FINISHED GRADE REV NO DATE REVISION 7. REINFORCEMENT = BAR PER ASTM A615,
PREPARED BY: OATS 02�18�Y2 sNEEr nnR: Drrvm er: CCFH
GRADE 60 REINFORCING
B. TRIM OPENINGS WITH DIAGONAL #4 BARS, SCALE: N.T.S. SUMMARY D�- JRW
PROJECT:
EXTEND BARS MINIMUM 12" BEYOND OPENINGS, SOAKE POOLS
BEND BARS AS REQ'D TO MAINTAIN BAR COVER. A&DELTA 7'-0" X 7'-0" X 4'-4" ID
9. PROVIDE ADD'L REINF. AT OPENINGS EQUAL TO SPECIALTY PRECAST CONCRETE ENGINEERS PRECAST POOL MOLD
THE BARS INTERRUPTED, HALF EA. SIDE AND IN 860 HOOPER ROAD, ENDWELL, NY 13760-1664 °ONiRA°LOR: °WC.�.D. RS-01
THE SAME PLANE. TEL: (607) 231-6600 FAX: (607) 231-6650 DELTA PROJ.NO.: SHT.NO.
2022.397.002 1 OF 1
Page 3 of 15 Checked by:CCFH
JOB: 2022.397.002
A&DELTA SSHEETINO.: Custom 7x7 Pool Mold
SPECIALTY PRECAST CONCRETE ENGINEERS CALCULATED BY: JRW Date 02/01/2022
860 Hooper Road, Endwell, NY 13760 CHECKED BY: Date
delta-eas.com
Phone (601)231-6600
Fax(607)231-6650
PRECAST VAULT DESIGN
DESCRIPTION
Length(I.D.)= 7.00 ft
Width (I.D.)= 7.00 ft ' Denotes input field
Height(I.D.)= �4.33 ft
Wall Thickness= 4.50 in
Base Slab Thickness= 6.00 in
Cover Slab Thickness=1 0.00 in
TECHNICAL DATA 7.00 ft
Earth Cover(Min.)= 0.00 ft
Earth Cover(Max)= 0.00 ft
Min Watertable Depth= . 0.00 ft
ka= 0.33
Unit Weight of Soil=1 120 pcf 4.33 ft -
Equivalent Lateral Fluid Pressure= 0.081 kcf '
LL Surcharge
Depth Below F.G.to Apply Surcharge= 8.00 ft.
Concrete Strength (fc)= 5.0 ksi
Unit Weight of Concrete= 150 pcf '
7.00 ft
Ec=57,000`4fc= 4.03E+06 psi (19.2.2.1.b)
Yield Strength (fy)= 60 ksi
Es= 2.90E+07 psi (20.2.2.2) Vault Isometric View
n=ES/Ec= 7.2 (Joints not shown for clarity)
R, = 0.8 (Table 22.2.2.4.3) (All dimensions I.D.)
fr=7.5 4fc= 530 psi (19.2.3.1)
Rho max= (.75 pb)= 0.0251531
Design Wheel Load (Pw)= 0 kips
Uniform Live Load=1 300 psf
Capacity Reduction Factors:
0-Shear= 0.75 (Table 21.2.1)
Load Factors: (Table 5.3.1)
R-LL= 1.60
a-
DL= 1.20
R-EL= 1.60 (5.3.8)
References:
1. "Specifications for Highway Bridges, 17th Ed."-AASHTO
2."Building Code Requirements for Structural Concrete"-ACI 318-14.
3. "Rectangular Concrete Tanks, 5th Ed."-PCA Publication.
4. "Theory of Plates and Shells"-Timoshenko, S. 1959.
5. "Standard Practice for Minimum Structural Design Loading for Monolithic or
Sectional Precast Concrete Water and Wastewater Structures"-ASTM C890
Page 4 of 15 Checked by:CCFH
JOB: 2022.397.002
A&DELTA SSHEETINO.: Custoof 7x7 Pool Mold
SPECIALTY PRECAST CONCRETE ENGINEERS CALCULATED BY: JRW Date 02/01/2022
860 Hooper Road,Endwell, NY 13760 CHECKED BY: Date
delta-eas.com
Phone (607)231-6600
Fax (607)231-6650
EQUIVALENT LATERAL
FLUID PRESSURE:
ka= 0.33
Unit Wt.of Soil= 120 pcf
Max. Fill Above Structure= 0.00 ft. (Worst Case)
Structure Inside Ht. = 4.33 ft.
Top Slab Thickness= 0.00 in.
Min.Watertable Depth= 0.00 ft.
Lateral Pressure(Dry)= 39.6 pcf
(Ka*Soil Wt.)
Lateral Pressure(Sat.)= 81.4 pcf
(Ka*(Soil Wt.-62.4pcf)+62.4pcf)
Equivalent Lateral Pressure= 81.4 pcf
Finished Grade
0.00 ft.
0.00 ft.
0 in. Water
Table �JEq. Lat.
Pressure
4.33 ft. 4.33 ft.
Page 5 of 15 Checked by:CCFH
JOB: 2022.397.002
A&DELTA SSHEETINO.: Custoof 7x7 Pool Mold
SPECIALTY PRECAST CONCRETE ENGINEERS CALCULATED BY: JRW Date 02/01/2022
860 Hooper Road, Endwell, NY 13760 CHECKED BY: Date
delta-eas.com
Phone (607)231-6600
Fax (607)231-66SO
MONOLITHIC BASE SECTION
WALL DESIGN
COMB. UNIFORM &TRIANGULAR LOAD
PCA Rectangular Concrete Tanks
Soil Loading Diagram
W ksf
Height,a= 2.50 ft. 0.00 0.10 0.20 0.30 0.40 0.50
Length, b= 7.00 ft. 0
Width,c= 7.00 ft. 0.51
Wall Thickness= 4.50 in 1.5
b/a= 2.8
n 2.5
0 3
Top of wall hinged?0(Y or N) 3.4
a
OUTSIDE FACE 4.5 -Bar
r--
Bar Cover= 1.50 in 5
Uniform Triangular Horizontal line indicates top of wall
PCA Case# 8 3 Lateral Earth Pressure
(-)Max horiz. Coeff. = 0.361 0.087 Eq. Lat. Press.= 0.081 kcf
(-)Max vert. Coeff.= 0.325 0.120 W2= 0.23 ksf
W3= 0.43 ksf
Max horiz. neg. moment= 0.63 kip-ft (Surcharge Applied Over Entire Height of Unit)
Max vent. neg.moment= 0.62 kip-ft
Mu Mn Bar Sz Sp d As a
Horiz 1.01 ki -ft 1.41 kip-ft #3 10.0 in 2.44 in 0.13 in.s /ft. 0.16 in
Vertical 0.99 kip-ft 1.63 kip-ft #3 10.0 in 2.81 in 0.13 in.sq/ft.1 0.16 in
Horiz Vertical
Moment,OM (ACI 318 Table 21.2.2)= 0.90 1 0.90 (varies from 0.9 for tension
c=a/01= 0.19 0.19 controlled to 0.65 for
compression controlled)
Reinforcing Strain Ef=(d-c)/c*0.003= 0.0345 tension controlled 0.0403 tension controlled
Efy=fy/Es= 0.002 0.002
Uniform Trian ular
Side Edge Shear coeff.= 1.012 0.299
Vu= 1.17 kips OVc= 3.10 kips �Vc>Vu: OK
Bottom Edge Shear coeff. = 0.986 0.492
Vu= 1.30 kips �Vc= 3.58 kips �Vc>Vu: OK
Idb= 9 in min lap= 16 in
Cracking Reinforcing Spacing: ACI 318-Table 24.3.2
Horizontal Vertical
p=As/ b"d= 0.004531 0.003926991
p"n= 0.032602 0.028255177
k=4(2pn +(pn)Z)-pn= 0.225 0.211
j= 1 -(k/3)= 0.925 0.930
M= 0.63 kip-ft 0.62 kip-ft
fs=M/As j d= 25.23 ksi OK 21.40 ksi OK
s=15(40000/fs)-2.5c0= 19 in OK 22 in OK
[and <=12(40000/fs)]
Page 6 of 15 Checked by:CCFH
• JOB: 2022.397.002
DESCRIPTION: Custom 7x7 Pool Mold
A&DELTA SHEET NO.: of
SPECIALTY PRECAST CONCRETE ENGINEERS CALCULATED BY: JRW Date 02/01/2022
860 Hooper Road, Endwell, NY 13760 CHECKED BY: Date
delta-eas.com
Phone (607)231-6600
Fax (607)231-6650
Monolithic Base Section Design Continued:
MINIMUM REINFORCING- ACI 318- Table 8.6.1.1
Horizontal
As,min=Max of
((0.0018"60,000)/fy)*Ag= 0.10 inz/ft <=Controls OK,As Provided>As Min.
OR 0.0014*Ag= 0.08 inz/ft
Vertical
As,min=Max of
((0.0018*60,000)/fy)*Ag= 0.10 in2/ft <=Controls OK,As Provided>As Min.
OR 0.0014*Ag= 0.08 inz/ft
INSIDE FACE
Bar Cover= 2.25 in
Uniform Triangular
PCA Case# 8 3
(+)Max horiz. Coeff. = 0.094 0.026 Max horiz.pos. moment= 0.17 kip-ft
(+)Max vert. Coeff.= 0.020 0.012 Max vert. pos. moment= 0.04 kip-ft
Mu Mn Bar Sz Sp d As a
Horiz 0.27 ki -ft 1.18 ki -ft #3 10.0 in 2.06 in 0.13 in.s /ft. 0.16 in
Vertical 0.07 ki -ft 0.96 ki -ft #3 1 10.0 in 1.69 in 0.13 in.s /ft. 0.16 in
Horiz Vertical
Moment,�PM(ACI 318 Table 21.2.2)=l 0.90 1 0.90 (varies from 0.9 for tension
c=a/R1= 0.19 0.19 controlled to 0.65 for
compression controlled)
Reinforcing Strain Et=(d-c)/c*0.003= 0.0287 tension controlled 0.0230 tension controlled
Ety=fy/ES= 0.002 0.002
Cracking Reinforcing Spacing: ACI 318-Table 24.3.2
Horizontal Vertical
p=As/ b*d= 0.005355 0.006544985
p*n= 0.038530 0.047091961
k=q(2pn+(pn)Z)-pn= 0.242 0.263
j= 1 -(k/3)= 0.919 0.912
M=Mdl+Mil= 0.17 kip-ft 0.04 kip-ft
fs=M/As j d= 8.00 ksi OK 2.63 ksi OK
s=1 5(40000/fs)-2.5c,= 60 in OK 182 in OK
[and<=12(40000/fs)]
MINIMUM REINFORCING- ACI 318- Table 8.6.1.1
Horizontal
As,min=Max of
((0.0018*60,000)/fy)*Ag= 0.10 inz/ft <=Controls OK,As Provided>As Min.
OR 0.0014*Ag= 0.08 inz/ft
Vertical
As, min=Max of
((0.0018*60,000)/fy)*Ag= 0.10 inz/ft <=Controls OK As Provided>As Min.
OR 0.0014*Ag= 0.08 inz/ft '
Page 7 of 15 Checked by:CCFH
tADELTA JOB: 2N: Custom
DESCRIPTION: Custom 7x7 Pool Mold
SPECIALTY PRECAST CONCRETE ENGINEERS SHEET NO.: of
860 Hooper Road,Endwell,NY 13760 CALCULATED BY: JRW Date 02/01/2022
delta-eas.com CHECKED BY: Date
Phone (607)231-6600
Fax(607)231-6650
WALL DESIGN
UNIFORM LOAD
MOMENT DISTRIBUTION
RISER Sol Loading Diagram
W ksf
Height= 1.83 ft (Max.) T.O.R.
0.00 0.10 0.20 0.30 0.40 0.50
Length b= 7.00 ft 0
Width c= 7.00 ft 0.5
1 -
Wall Thickness= 4.50 in 1.5
2 Use Interior Support(Y'or N)0 a2.5 _9DIL
0 3
3.5
Distribution Factor(1)= 0.500 4
Distribution Factor(s)= 0.500 4.5
Fixed end moment(1)= 0.63 kip-ft 5
Fixed end moment(s)= 0.63 kip-ft Horizontal lines indicate top&bottom of riser wall
Simple span moment(long)= 0.95 kip-ft Lateral Earth Pressure
Simple span moment(short)= 0.95 kip-ft Eq.Lat. Press.= 0.081 kcf
Balanced moment at corner(-)= 0.63 kip-ft W2= 0.08 ksf
Pos.moment @ midspan(+)= 0.32 kip-ft W3= 0.23 ksf
Wavg= 0.15 ksf
OUTSIDE FACE (Surcharge Applied Over Entire Height of Unit)
Bar cover= 1.88 in
Mu Mn Bar Sz I Sp d As a
Horizontal(-)1 1.01 kip-ft 1.41 kip-ft #3 1 10.0 in 2.44 in 0.13 in.sq/ft. 0.16 in
Moment,(PM(ACI 318 Table 21.2.2)= 0.9 (varies from 0.9 for tension
c=a/(31= 0.19 controlled to 0.65 for compression
controlled)
Reinforcing Strain Et=(d-c)/c*0.003= 0.0345 tension controlled
Ety=fy/ES= 0.002
Vu@ d=y[REL*Wavg]*[(span/2)-d]= 0.82 kips �Vc=3.10 kips
�Vc>Vu: OK
Inflection pt.(from corner) 1.48 ft Idb= 12 in
Extend bar from corner 2.48 ft Lap(1.7*Idb)= 21 in
Crackinq Reinforcing Spacing: ACI 318-Table 24.3.2
p=As/ b*d= 0.00453
p*n= 0.03260
k=4(2pn+(pn)2)-pn= 0.225
j=1 -(k/3)= 0.925
M=Mdl+MII= 0.63 kip-ft
fs=M/Asjd= 25.35ksi OK
s=15(40000/fs)-2.5cc= 18.93 in [and<=12(40000/fs)] OK
Page 8 of 15 Checked by:CCFH
A&DEI..TAJOB: 2022.Custo 2
DESCRIPTION: Custom 7x7 Pool Mold
SPECIALTY PRECAST CONCRETE ENGINEERS SHEET NO.: of
860 Hooper Road, Endwell, NY 13760 CALCULATED BY: JRW Date 02/01/2022
delta-eas.com CHECKED BY: Date
Phone(607)231-6600
Fax(607)231-6650
Moment Distribution Riser(cont.)
MINIMUM REINFORCING-ACI 318- Table 8.6.1.1
Horizontal
As,min=Max of
((0.0018*60,000)/fy)*Ag= 0.10 inz/ft —Controls OK,As Provided>As Min.
OR 0.0014*Ag= 0.08 inz/ft
Vertical
Minimum reinforcing requirement does not apply per ACI R11.6.1
INSIDE FACE
Bar Cover= 2.25 in in
Mu Mn Bar Sz I Sp d As a
Horizontal(+)1 0.51 ki ft 1.18 ki -ft #3 10.0 in 1 2.063 in 10.13!n.sq/ft.1 0.16 in
Moment,OM(ACI 318 Table 21.2.2)= 0.9 (varies from 0.9 for tension
c=a/01= 0.19 controlled to 0.65 for compression
controlled)
Reinforcing Strain Et=(d-c)/c*0.003= 0.0287 tension controlled
Ety=fy/ES= 0.002
Cracking Check:
p=As/ b*d= 0.00535
p*n= 0.03853
k=4(2pn+(pn)2)-pn= 0.242
j=1 -(k/3)= 0.919
M=Mdl+Mil= 0.32kip-ft
fs=M/Asjd= 15.07ksi OK
s=15(40000/fs)-2.5cc= 31.85 in [and—12(40000/fs)] OK
MINIMUM REINFORCING-ACI 318- Table 8.6.1.1
Horizontal
As,min=Max of
((0.0018*60,000)/fy)*Ag= 0.10 inz/ft —Controls
OK,As Provided>As Min.
OR 0.0014*Ag= 0.08 inz/ft
Vertical
Minimum reinforcing requirement does not apply per ACI R11.6.1
Page 9 of 15 Checked by:CCFH
• JOB: 2022.397.002
&DELTA DESCRIPTION: Custom 7x7 Pool-Int. Hydro
SHEET NO.: of
SPECIALTY PRECAST CONCRETE ENGINEERS CALCULATED BY: JRW Date 02/01/2022
860 Hooper Road,Endwell, NY 13760 CHECKED BY: Date
delta-eas.com
Phone (607)231-6600
Fax (607)231-6650
PRECAST VAULT DESIGN
DESCRIPTION
Length(I.D.)= 7.00 ft
Width (I.D.)= 7.00 ft Denotes input field
Height(I.D.)= 4.33 ft
Wall Thickness= 4.50 in
Base Slab Thickness= 6.00 in
Cover Slab Thickness=1 0.00 in
TECHNICAL DATA 7.00 ft
Earth Cover(Min.)= 0.00 ft
Earth Cover(Max)= 0.00 ft
Min Watertable Depth= 0.00 ft
ka= 1.00
Unit Weight of Soil=1 62 pcf 4.33 ft -
Equivalent Lateral Fluid Pressure= 0.062 kcf '
LL Surcharge= 0.00
Depth Below F.G.to Apply Surcharge= 0.00 ft '
Concrete Strength (fc)= 5.0 ksi
Unit Weight of Concrete= 150 cf '
7.00 ft
Ec=57,000"4fc= 4.03E+06 psi (19.2.2.1.b)
Yield Strength (fy)= 60 ksi
ES=1 2.90E+07 Ipsi (20.2.2.2) Vault Isometric View
n=ES/Ec= 7.2 (Joints not shown for clarity)
R, = 0.8 (Table 22.2.2.4.3) (All dimensions I.D.)
fr=7.5 qfc= 530 psi (19.2.3.1)
Rho max=(.75 pb)= 0.0251531
Design Wheel Load (Pw)= 0 ki s
Uniform Live Load=1 0 psf
Capacity Reduction Factors:
-Shear= 0.75 (Table 21.2.1)
Load Factors: (Table 5.3.1)
R-
LL= 1.60
R-
DL= 1.20
R-EL= 1.60 1(5.3.8)
References:
1. "Specifications for Highway Bridges, 17th Ed."-AASHTO
2."Building Code Requirements for Structural Concrete"-ACI 318-14.
3. "Rectangular Concrete Tanks, 5th Ed."-PCA Publication.
4. "Theory of Plates and Shells"-Timoshenko, S. 1959.
5. "Standard Practice for Minimum Structural Design Loading for Monolithic or
Sectional Precast Concrete Water and Wastewater Structures"-ASTM C890
Page 10 of 15 Checked by:CCFH
JOB: 2022.397.002
A&D LTA SSHEETINO.: Custoof 7x7 Pool-Int. Hydro
E
SPECIALTY PRECAST CONCRETE ENGINEERS CALCULATED BY: JRW Date 02/01/2022
860 Hooper Road,Endwell, NY 13760 CHECKED BY: Date
delta-eas.com
Phone (607)231-6600
Fax(607)231-6650
MONOLITHIC BASE SECTION
WALL DESIGN
COMB.UNIFORM &TRIANGULAR LOAD
PCA Rectangular Concrete Tanks
Soil Loading Diagram
W ksf
Height,a= 2.50 ft. 0.00 0.05 0.10 0.15 0.20 0.25 0.30
Length, b= 7.00 ft.
Width,c= 7.00 ft. 0.1
Wall Thickness= 4.50 in 1.5 a.
b/a= 2.8 z z)
�z.s
p 3
Top of wall hinged?0(Y or N) 3'4 _
a
OUTSIDE FACE a.s ws'
Bar Cover= 2.25 in 5
Uniform Triangular Horizontal line indicates top of wall
PCA Case# 8 3 Lateral Earth Pressure
(-)Max horiz. Coeff. = 0.361 0.087 Eq.Lat. Press.= 0.062 kcf
(-)Max vert. Coeff. = 0.325 0.120 W2= 0.11 ksf
W 3= 0.27 ksf
Max horiz. neg.moment= 0.34 kip-ft No Surcharge
Max vert.neg.moment= 0.35 kip-ft
Mu Mn Bar Sz Sp d As a
Horiz 0.55 ki -ft 1.18 kip-ft #3 10.0 in 2.06 in 0.13 in.s /ft. 0.16 in
Vertical 0.56 ki -ft 0.96 ki -ft #3 10.0 in 1.69 in 0.13 in.s /ft. 0.16 in
Horiz Vertical
Moment,OM(ACI 318 Table 21.2.2)= 0.90 0.90 (varies from 0.9 for tension
c=a/[31= 0.19 0.19 controlled to 0.65 for
compression controlled)
Reinforcing Strain Et=(d-c)/c`0.003= 0.0287 tension controlled 0.0230 tension controlled
Ely=fy/ES= 0.002 0.002
Uniform Trian ular
Side Edge Shear coeff.=1 1.012 L 0.299
Vu= 0.65 kips �Vc= 2.63 kips �Vc>Vu: OK
Bottom Edge Shear coeff.= 0.986 10.492
Vu= 0.76 kips �Vc= 2.15 kips �Vc>Vu: OK
Idb= 9 in min lap= 16 in
Cracking Reinforcing Spacing: ACI 318-Table 24.3.2
Horizontal Vertical
p=As/ b`d= 0.005355 0.006544985
p*n= 0.038530 0.047091961
k=4(2pn+(pn)Z)-pn= 0.242 0.263
j= 1 -(k/3)= 0.919 0.912
M= 0.34 kip-ft 0.35 kip-ft
fs=M/As j d= 16.39 ksi OK 20.54 ksi OK
s=15(40000/fs)-2.5cc= 29 in OK 23 in OK
[and<=12(40000/fs)]
Page 11 of 15 Checked by:CCFH
JOB: 2022.397.002
A&DELT DESCRIPTION: Custom 7x7 Pool-Int. Hydro
SHEET NO.: of
SPECIALTY PRECAST CONCRETE ENGINEERS CALCULATED BY: JRW Date 02/01/2022
860 Hooper Road,Endwell, NY 13760 CHECKED BY: Date
delta-eas.com
Phone (607)231-6600
Fax (607)231-6650
Monolithic Base Section Design Continued:
MINIMUM REINFORCING- ACI 318- Table 8.6.1.1
Horizontal
As, min=Max of
((0.0018*60,000)/fy)*Ag= 0.10 in2/ft <=Controls OK,As Provided>As Min.
OR 0.0014*Ag= 0.08 in2/ft
Vertical
As, min=Max of
((0.0018*60,000)/fy)*Ag= 0.10 in2/ft <=Controls OK,As Provided>As Min.
OR 0.0014*Ag= 0.08 in2/ft
INSIDE FACE
Bar Cover
Uniform Triangular
PCA Case# 8 3
(+)Max horiz. Coeff. = EO.O
4 0.026 Max horiz.pos. moment= 0.09 kip-ft
(+)Max vert.Coeff.= 0 0.012 Max vert.pos. moment= 0.03 kip-ft
Mu Mn Bar Sz Sp d As a
Horiz 0.15 ki -ft 1.41 ki -ft #3 10.0 in 2.44 in 0.13 in.s /ft. 0.16 in
Vertical 0.04 ki -ft 1.63 ki -ft 43 10.0 in 2.81 in 0.13 in.s /ft. 0.16 in
Horiz Vertical
Moment,OM (ACI 318 Table 21.2.2)=l 0.90 0.90 (varies from 0.9 for tension
c=a/[31= 0.19 0.19 controlled to 0.65 for
compression controlled)
Reinforcing Strain Et=(d-c)/c*0.003= 0.0345 tension controlled 0.0403 tension controlled
sty=fy/Es= 0.002 0.002
Cracking Reinforcing Spacing: ACI 318-Table 24.3.2
Horizontal Vertical
p=As/ b*d= 0.004531 0.003926991
p*n= 0.032602 0.028255177
k=�(2pn+(pn)Z)-pn= 0.225 0.211
j= 1 -(k/3)= 0.925 0.930
M=Mdl+MII= 0.09 kip-ft 0.03 kip-ft
fs=M/As j d= 3.71 ksi OK 0.92 ksi OK
s=15(40000/fs)-2.5cc= 129 in OK 523 in OK
[and-12(40000/fs)]
MINIMUM REINFORCING- ACI 318- Table 8.6.1.1
Horizontal
As,min=Max of
((0.0018*60,000)/fy)*Ag= 0.10 in2/ft <=Controls OK,As Provided>As Min.
OR 0.0014*Ag= 0.08 in2/ft
Vertical
As,min=Max of
((0.0018*60,000)/fy)*Ag= 0.10 in2/ft <=Controls OK,As Provided>As Min.
OR 0.0014*Ag= 0.08 in2/ft
Page 12 of 15 Checked by:CCFH
• tADE
JOB: 2022.397.002
LT DESCRIPTION: Custom 7x7 Pool-Int.Hydro
SPECIALTY PRECAST CONCRETE ENGINEERS SHEET NO.. of
860 Hooper Road, Endwell, NY 13760 CALCULATED BY: JRW Date 02/01/2022
delta-eas.com CHECKED BY: Date
Phone (607)231-6600
Fax(607) 231-6650
WALL DESIGN
UNIFORM LOAD
MOMENT DISTRIBUTION
RISER Sol Loading Diagram
W ksf
Height= 1.83 ft (Max.) T.O.R.
0.00 0.05 0.10 0.15 0.20 0.25 0.30
Length b= 7.00 ft 0
Width c= 7.00 ft 0.5
1
Wall Thickness= 4.50 in 1.5
c 2
Use Interior Support(Y or N)0 S2.3 (W3)
3.5
Distribution Factor(1)= 0.500 4
Distribution Factor(s)= 0.500 4.5 --
Fixed end moment(1)= 0.23 kip-ft 5
Fixed end moment(s)= 0.23 kip-ft Horizontal lines indicate top&bottom of riser wall
Simple span moment(long)= 0.35 kip-ft Lateral Earth Pressure
Simple span moment(short)= 0.35 kip-ft Eq.Lat. Press.= 0.062 kcf
Balanced moment at corner(-)= 0.23 kip-ft W2= 0.00 ksf
Pos.moment @ midspan(+)= 0.12 kip-ft W3= 0.11 ksf
Wavg= 0.06 ksf
OUTSIDE FACE No Surcharge
Bar cover= 2.13 in
Mu Mn Bar Sz I Sp d As a
Horizontal(-)1 0.37 kip-ft 1.26 kip-ft #3 1 10.0 in 1 2.19 in 10.13in.sq/ft.1 0.16 in
Moment,OM(ACI 318 Table 21.2.2)= 0.9 (varies from 0.9 for tension
c=a/01= 0.19 controlled to 0.65 for compression
controlled)
Reinforcing Strain Et=(d-c)/c*0.003= 0.0307 tension controlled
Ety=fy/ES= 0.002
Vu@ d=y[pEL*Wavg]*[(span/2)-d]= 0.30 kips �Vc=2.78 kips
�Vc>Vu: OK
Inflection pt.(from corner) 1.48 ft Idb= 12 in
Extend bar from corner 2.48 ft Lap(1.7*Idb)= 21 in
Cracking Reinforcing Spacing: ACI 318-Table 24.3.2
p=As/ b*d= 0.00505
p*n= 0.03633
k=4(2pn+(pn)z)-pn= 0.236
j=1 -(k/3)= 0.921
M=Mdl+Mll= 0.23 kip-ft
fs=M/Asjd= 10.49ksi OK
s= 15(40000/fs)-2.5cc= 45.75 in [and<=12(40000/fs)] OK
Page 13 of 15 Checked by:CCFH
tADELTA -JOB: 2022.397.002
DESCRIPTION: Custom 7x7 Pool-Int.Hydro
SPECIALTY PRECAST CONCRETE ENGINEERS SHEET NO.: of
860 Hooper Road,Endwell,NY 13760 CALCULATED BY: JRW Date 02/01/2022
delta-eas.com CHECKED BY: Date
Phone (607)231-6600
Fax(607)231-6650
Moment Distribution Riser(cont.)
MINIMUM REINFORCING-ACI 318- Table 8.6.1.1
Horizontal
As,min=Max of
((0.0018*60,000)/fy)*Ag= 0.10 inz/ft —Controls OK,As Provided>As Min.
OR 0.0014*Ag= 0.08 in2/ft
Vertical
Minimum reinforcing requirement does not apply per ACI R11.6.1
INSIDE FACE
Bar Cover= 1.50 in in
Mu Mn Bar Sz I Sp d As a
Horizontal(+) 0.19 ki -ft 1.63 ki -ft #3 10.0 in 2.813 in 0.13 in.s /ft. 0.16 in
Moment,OM(ACI 318 Table 21.2.2)= 0.9 (varies from 0.9 for tension
c=a/01= 0.19 controlled to 0.65 for compression
controlled)
Reinforcing Strain Ft=(d-c)/c*0.003= 0.0403 tension controlled
Sty=fy/Es= 0.002
Cracking Check:
p=As/ b*d= 0.00393
p*n= 0.02826
k=4(2pn+(pn)Z)-pn= 0.211
j=1 -(k/3)= 0.930
M=Mdl+M11= 0.12kip-ft
fs=M/Asjd= 4.04ksi OK
s=15(40000/fs)-2.5c,= 118.69 in [and<=12(40000/fs)] OK
MINIMUM REINFORCING-ACI 318- Table 8.6.1.1
Horizontal
As,min=Max of
((0.0018*60,000)/fy)*Ag= 0.10 inz/ft —Controls OR 0.0014*Ag= 0.08 in2/ft OK,As Provided>AS Min.
Vertical
Minimum reinforcing requirement does not apply per ACI R11.6.1
Page 14 of 15 Checked by:CCFH
JOB: 2022.397.002
A FELT,A DESCRIPTION: Custom 7x7 Pool Mold
SHEET NO.: of
SPECIALTY PRECAST CONCRETE ENGINEERS CALCULATED BY: JRW Date 02/01/2022
860 Hooper Road, Endwell, NY 13760 CHECKED BY: Date
delta-eas.com
Phone (607)231-6600
Fax (607)231-6650
BASE SLAB DESIGN
HINGED 4 SIDES
PCA Rectangular Concrete Tanks
Case#10
ID OD F.G.
Length= 7.00 ft 7.75 ft <
Width= 7.00 ft 7.75 ft
Wall Thickness= 4.50 in o
Slab Thickness= 6.00 in ;-------------; 77
b/a= 1.0
Number of Wheels=ODistributed load used
w
Vertical Loads: from top slab design cn '
Soil = 0.00 kips
Cover slab= 0.00 kips CR
Walls= 7.19 kips '
Other= ;
Total Dead Load = 7.19 kips `------------
fbuTTTTTTTTT
fbdl OR fbhyd T T T T T T T T T
Loadinq Diagram
Net upward bearinq pressure: Ref:ASTM C857 Sec 4.3
Dead Load,fbdl = 0.12 ksf
Hydrostatic,fbhyd= 0.30 ksf (4.83 ft 0.0624 kcf) <==Controls
Live Load,fbll = +0.30 ksf
w= 0.60 ksf
Wu= 0.84 ksf
Top cage
Transverse Coeff.= 0.044
Longitudinal Coeff. = 0.044
Bar cover= 1.50 in
Transverse Moment= 1.30 kip-ft
Longitudinal Moment= 1.30 kip-ft
Mu Mn Bar Sz Sp d As a
Transverse 1.82 kip-ft 2.53 kip-ft #3 10.0 in 4.31 in 0.13 in.s /ft. 0.16 in
Longitudinal 1.82 kip-ft 2.30 kip-ft #3 10.0 in 3.94 in 0.13 in. s /ft. 0.16 in
Shear Coeff= 0.340
Vu @'d'= 1.90 kips �Vc= 5.49 kips �Vc>Vu: OK
Page 15 of 15 Checked by:CCFH
JOB: 2022.397.002
DESCRIPTION: Custom 7x7 Pool Mold
A&DELTA SHEET NO.: of
SPECIALTY PRECAST CONCRETE ENGINEERS CALCULATED BY: JRW Date 02/01/2022
860 Hooper Road, Endwell,NY 13760 CHECKED BY: Date
delta-eas.com
Phone (607)231-6600
Fax (607)231-6650
BASE SLAB DESIGN
HINGED 4 SIDES
PCA Rectangular Concrete Tanks
Case#10
(Continued)
Transverse Longitudinal
Moment, OM(ACI 318 Table 21.2.2)= 0.90 0.90 J(varies from 0.9 for tension
c=a/R1= 0.19 0.19 controlled to 0.65 for
compression controlled)
Reinforcing Strain Et=(d-c)/c*0.003= 0.0634 tension controlled 0.0576 tension controlled
Sty=fy/ES= 0.002 0.002
Cracking Reinforcing Spacing: ACI 318-Table 24.3.2
Transverse Longitudinal
p=As/ b*d= 0.002561 0.002805
p*n= 0.018427 0.020182
k=4(2pn+(pn)2)-pn= 0.174 0.182
j= 1 -(k/3)= 0.942 0.939
M= 1.30 kip-ft 1.30 kip-ft
fs=M/As j d = 28.91 ksi OK 31.75 ksi OK
s=15(40000/fs)-2.5c,= 16.60 in OK 15.12 in OK
[and <=12(40000/fs)]
MINIMUM REINFORCING- ACI 318- Table 8.6.1.1
Transverse
As, min=Max of
((0.0018*60,000)/fy)*Ag= 0.13 inz/ft <=Controls OK,As Provided>As Min.
OR 0.0014*Ag= 0.10 inz/ft
Longitudinal
As, min=Max of
((0.0018*60,000)/fy)*Ag= 0.13 inz/ft <=Controls OK,As Provided>As Min.
OR 0.0014*Ag= 0.10 inz/ft