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CC-000486-2017 i TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201 Community Development-Building&Codes (518)761-8256 CERTIFICATE CIF OCCUPANCY Permit Number: CC-000486-2017 Date Issued: Friday, June 29, 2018 This is to certify that work requested to be done as shown by Permit Number CC-000486-2017 has been completed. Tax Map Number: 288,12-1-9.1 Location: 74 State Rte 149 Owner: LAKE GEORGE RV PARK INC Applicant: LAKE GEORGE RV PARK INC This structure may be occupied as a:New Commercial Building 3520 s.f Mechanical/Bathroom Bldg. By Order of Town Board TOWN OF QUEENSBURY Issuance of this Certificate of Occupancy DOES NOT relieve the property owner of the responsibility for compliance with Site Plan, Variance, or other issues and conditions as a result of approvals by the Director of Building&Cade Enforcement Planning Board or Zoning Board of Appeals. TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201 Community Development-Building& Codes (518)761-8256 BUILDING PERMIT Permit Number: CC-000486-2017 Tax Map No: 288.12-1-9.1 Permission is hereby granted to: F.H.Alexander,Inc. For property located at: 74 State Rte 149 In the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance Tvpe of Construction Owner Name: LAKE GEORGE RV PARK INC Factory-Industrial-New $450,000.00 Owner Address: 74 State Route 149 Total Value $450,000.00 Lake George,NY 12845 Contractor or Builder's Name/Address Electrical Inspection Agency F.H.Alexander,Inc. 313 Ushers RD Ballston Lake,NY 12019 Plans&Specifications New Commercial Building 3520 s.f. Mechanical/Bathroom Bldg. $809.60 PERMIT FEE PAID-THIS PERMIT EXPIRES: Thursday,September 13,2018 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the Town of Q eensbury; j dne 13,2017 SIGNED BY: �rYJ for the Town of Queensbury. Director of Building&Code Enforcement Office Use Only Permit #: PRINCIPLE STRUCTURE PERMIT APPLICATION Permit Fee: S 8f1�• r2� 742 Bay Road,Queensbury, NY 12804 `Rec Fee: P P: 518-761-8256 Invoice 4: Project Location: Sr/AVC &wT,{ /Y9 Tax Map ID #: a D S. 1 ;tl—I q. I Subdivision Name: TOWN BD. RESOLUTION 86-2013 $850 recreation fee for new dwelling units single family. duplexes/two-family, multiple family. apartments. condominiums townhouses. and/or manufactured & modular homes. but not moble homes This Is In addition to the permit fee(s) CONTACT INFORMATION: • Applicant: Name(s): L4IxL R-\/ PA.K ' 1A1c. Mailing Address, C/S/Z: `7N S1"ATL R. w e 14Y Cell Phone: �_} Land Line: ( S18 ) -7?2 3775 A. ;�o(6 Email: DAVE (& L.AK6 j�,Eort4ESV Ca.4(Z(< Go • Primary Owner(s): \ Name(s): 6S 66 4Pf'tLt�,o,�T Mailing Address, C/S/Z: -ell Phone: �_) Land Line: -mail: AUG 0 8 2017 • Contractor(s): 3usiness Name: F. l.4A4 A�Jb�F-(z.- , TA)�.- :ontact Name(s): To M. S0LlbEtL- Aailing Address, C/S/Z: 117 LISNc & R-oAT) C5ALL ST*OQ �4K N'f I ad 19 .ell Phone: ( .�i ) "trl' ?ta and Line: l t3 ) 77— ©(077 mail: T'or't S F:H ALC KANbc P, Cot.1 • Architect(s)/Engineer(s): usiness Name: F41 M96V DIGIJ Gaup ontact Name(s): ` oy 4,QT-4,anJ H'q�j hj'q'c — 1ailing Address, C/S/Z: (Ka, Ca)ZaNa A6 �AtZAS0iP1� 6vS GU-36-.6o ell Phone: ( Land Line: mail: S kA'41i ES (R PuiiA"6--i ,515Ii:'-�4 0.06,1 Contact Person for Building & Code Compliance: TSN ATS#A1J Cell Phone: ( _) Land Line: ! ) 5 7- 7120 t a Email: THAq 'EI s &P P4()VtjE` p6s16>'j G©t-r PROJECT INFORMATION: TYPE: Commercial id WORK CLASS: Single-Family —Two-Family P„ ulti-Family(#of ) _Townhouse Business Office Retail Hotel/Motel ' y I.�[. _IndustrialNVarehouse Garage(#ofcars / MA /J Sof,Other(describe ) STRUCTURE SQUARE FOOTAGE: GARAGE SQUARE FOOTAGE: QAseme,4r 1.7 11T floor:_ �7(at) Sy- 11T floor: 2"d floor: 2nd floor: 3`d floor: Total square feet: 4`h floor: Total square feet: 3`Sol q 4 V- ADDITIONAL PROJECT INFORMATION: 1. Estimated Cost of Construction: $ �5U' 2. Proposed use of the building: r�AT14�Lovr-AS�. SMAC_ A4jo-(&=q�M u, 3. If Commercial or Industrial, indicate the name of the business: LAKE GE0IZ-6L (LV PARK 4. Source of Heat (circle one): Gas Oil Propane Solar Other: (Fireplaces need a separate Fuel Burning Appliances & Chimney Application, one per appliance) 5. Are there any structures not shown on the plot plan? YES NO Explain: 6. Are there any easements on the property? YES 7. SITE INFORMATION: a. What is the dimensions or acreage of the parcel? 7 gj AUS b. Is this a corner lot? YES 9D c. Will the grade be changed as a result of the construction? E NO d. What is the water source? PUBLIC P IVATE WEL e. Is the parcel on SEWER orP IVATE system? ' DECLARATION* | | ac \edoeUhui no construction duU cnoor"e", , prior to issuance ofava|'d hv/|dit)P penv/\ and ev/[ v/od be conVp|e\-J v/ithio a l-) -nonih per od. � |fde`xork is no, coroP|eted by l year expxitmn date the permit may be renewed, so0/ecr [o |ee� anddepa/to)cot approval. �. | certify that the application, plans and supporting materials are atruc and complete s\a\ennentaod/o/ description o/ the work proposed, �hat all work will be performed if) accordance with the NYS Building [oUes' |Oca| hu]dm� |a*s and ordinances, and in conformance with local zoning regu|aUons. 4. | acknowledge that prior to Occupying the facilities proposed |' o/ nny agents, vviUob\am a certificate n[ occop8n[y. � I alSOI-jndersta'icl that 1/,.,ve are required toprovide an as-built SUrvey by a licensed land surveyor of all nevv|yconstructedfa[i|itesp/iorto /ssuanceoface/dficateofocccpaocy. | have read and agree tOthe above: �IRJNT NAME: ')IGK]/\T(1RE- [)ATE: NATURAL LIGHT, VENTILATION & EMERGENCY EGRESS CALCULATION SHEET Project Location: `y SIAT6 6pL(TE Jy� Primary Owner(s): LAKE: cgc-o .L,C P's/ Habitable Sq. Ft. of Required Actual light Required Actual Sq. ft. Rooms Room light (sq. ft.) ventilation ventilation opening for (8% of rm.) (4% of rm.) (sq. ft.) egress '°' 07 3 ;� f4ly AM" Town of Queensbury Building&Code Enforcement Principal Structure Application Revised February 2017 WINDOW SCHEDULE CALCULATION SHEET Project Location: 71/ �1 AT P-0 w�E /y Primary Owner(s): L 4KE LaEO p-V FALL jn)� Habitable GAME Rooms Rio � Window #/letter on plan D Manufacturer ANa�tt-J�J Name E-Sc7Ltc"S Model/Type AwNIK3,( AvAJ Je3y Unit/Block# Cell -.,-e .< �'_0 Size �r 3L14 2 Rough Opening f Width Rough Opening q fit Height 3-Y 3L .� Sq. Ft. Vent 3 ,q Sq. Ft. Egress/Clear NA Opening Clear Opening- width in inches NA �A Clear Opening- height in inches Special Hardware or instructions _ U-value (tel N A Town of Queensbury Building&Code Enforcement Principal Structure Application Revised February 2017 FUEL BURNING APPLIANCE & Ofiice use 0n1v CHIMNEY APPLICATION Permit«: Permit Fee: S 742 Bay Road, Queensbury, NY 12804 invoice:i#: P: 518-761-8256 I'roject I.ocation: 7N n7oa &ATIM-OOM Stif(,'1d47 Room of Install: AMC Ljk2Mt jgj Planned Install Date: �,QAUxO/�j **ONE APPLICATION PER APPLIANCE** CONTACT INFORMATION: • Applicant: Name(s): 12V rAZK , [WG Mailing Address, C/S/Z: 7q S iAT5 f�pNf� /� Cell Phone: ( Land Line: ( SIS ) 7?x -3775 Email:—nA✓c t4t_,!qkECZEOP-6Z6 RV PA2.K. Gf.�•: • Primary Owner(s): Name(s): (SF-6- APPL14,91v" AZ2-V4 Mailing Address, C/S/Z: Cell Phone: _( ) Land Line: _( ) Email: • Installer/Builder: Business Name: F, ]- ., AL.EXA/JDE�Z I tam Contact Name(s): I c?N( .$,,J�►��r; Mailing Address, C/S/Z: 71Z, c4414&z. 2ooD , 6ALts-1- Al LxljCG�, k1f lz,r� Cell Phone: _( Ele ) Land Line: _( �? 8 ) 8 77-0(o 77 Email: To SSD FWAL XAND fZ. GSM ('()ntacl Person for BUII(Iln, & ('0de (,(,II Photic: _( —� -- Land l iiw: J. ��-- E M a i I: -SN AYM�S_ > -- Fuel Burning Appliance & Chimney Application Revised March 2017 FUEL BURNING APPLIANCE INFORMATION: TYPE OF DEVICE: / Stove _ Fireplace Insert v Fireplace _ Fuel Fired Equipment (Garage Only, 18" clearance per IMC 304.3) Fireplace, factory built** **Manufacturer's name: ��4'i" G�Lo Model #: �KNtSFD S2 W SOURCE OF HEAT: ifq^s Lz>4 Scr Wood _Coal _ Pellet ✓Gas CHIMNEY INFORMATION: _ Masonry: block brick stone Flue: _tie _steel _size, in inches _Material*: v"'double-wall _triple-wall_insulated (*Manufacturer's name: 96Ar-TH Model #: PVF ) ADDITIONAL INFORMATION: 1. Two inspections are required. A rough-in inspection, prior to installation and a final inspection, after installation. 2. Manufacturer's installation manual must be available at the time of inspection. 3. Masonry fireplaces & chimneys require plans to be submitted. 4. Twenty-four(24) hour notification is required for inspections. Declaration:Construction/installation must conform to NYS Fire Prevention & Building Code and/or manufacturer requirements. The applicant or owner agrees to comply with all applicable laws, ordinances, regulations and all conditions that are part of these requirements and also will allow the inspector to enter the premises to perform the required inspections. I have read and agree to the above: PRINT NAME: IMi2 LplF SIGNATURE: DATE: 81 -71 )1 Fuel Burning Appliance &Chimney Application Revised March 2017 _ SEPTIC DISPOSAL PERMIT APPLICATION Office Use Only 742 Bay Road,Queensbury,NY 12804 P: 518-761-8256 ,rw. . �c+.r:.-:_:r Permit#: Tax Map ID#: 288.12-1-9.1 Permit Fee:$ ; Invoice#: Lake George RV Park 74 State Route 149 Project Location: Septic Variance? Yes _ No Primary Owner(s) David King I Mailing Address 74 State Route 149 Lake George, New York 12845 ark.com 518-792-3775 dave fake eor ery Phone & Email @ g g p Installer/Builder Same as above Mailing Address Phone & Email Engineer CLA SITE Landscape Architecture, Engineering&Planning P.C. Mailing Address I 58 Church Street,Suite 200 Saratoga Springs, NY 12866 Phone & Email 518-584-8661 smiller@clasite.com Contact Person for Building &Code Compliance: Scott Miller, RLA Phone: 518-584-8661 ext. 11 RESIDENCE INFORMATION: Year Built #of bedrooms X gallons per bedroom =total daily flow g T Garba e Grinder Yes Na 1980 or older I Installed? (circle one) 1981-1991 I Spa or Hot Tub Ye No Installed? (circle one) 1992-Present 650 GPD PARCEL INFORMATION: Topography X Flat Rolling Steep Slope %Slope Soil Nature X Sand Loam Clay Other Groundwater 5/17/17 At what depth? None at 63" Bedrock/Impervious material At what depth? None at 63" Domestic Water Supply _Municipal X Well (if well,water supply from any septic system absorption is 100'-x.) Percolation Test 5/17/17 Rate: 4 per minute per inch (test to be completed by licensed engineer/architect) PROPOSED SYSTEM FOR NEW CONSTRUCTION: Tank size 1 1,250 gallons (min.size 1,000 gallons, add 250 gallons for each garbage cylinder or spa/hot tub System Absorption field with#2 stone Total length 275 ft.; Each Trench 55 ft. I Seepage Pit with#3 stone How many: ;Size: Alternative System Bed or other type: Holding Tank System Total required capacity? ;tank size #of tanks NOTES: 1.Alarm system& associated electrical work must be inspected by a Town approved electrical inspection agency;2.We will no longer allow systems to be covered until such time as an as-built plan is received and approved. The installed system must match the septic layout on file—no exceptions. Declaration:Any permit or approval granted which is based upon or is granted in reliance upon any material representation or failure to make a material fact or circumstance known by or on behalf of an applicant, shall be void. I have read the regulations and agree to abide by these and all requirements of the Town of Queensbury Sanitary Sewage Disposal Ordinance. *Septc system reviewed anc approved by the New York State Department of Health, Glens Falls Office. Contact: Krstine'Al,eeler.PE 518-793-3893 Harold Berger, PE 8/3/17 PRINT NAME: DATE: SIGNATURE: DATE: 8/3i 17 Town of Queensbury 3uoding&Code Enforcement Revised February 2017 INSPECTION WORKSHEET (BINS-004655-2018) Town of Queensbury - Building and Codes - Fire Marshal 742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal Case Number:CC-000486-2017Case Module:Permit Inspection Date:06/28/2018Inspection Status:Partial Pass Inspector:John O'BrienInspection Type:Commercial Final Inspection Job Address:74 State Rte 149Parcel Number:288.12-1-9.1 Lake George, NY 12845 Contact TypeCompany NameName Applicant\[ LAKE GEORGE RV PARK INC\], Granted Permission\[F.H. Alexander, Inc.\], Contractor\[F.H. Alexander, Inc.\], Primary Owner\[ LAKE GEORGE RV PARK INC\], Engineer\[Phinney Design Group\], Checklist ItemPassedComments Chimney / B Vent / Direct Vent LocationYES Chimney Rain Cap InstalledYES Plumbing Vent Through Roof/Roof completeYES Ext Finish /Grade Complete/6 in 10ft or EquivalentYES Doors 36 inch wLever Hand Panic Hardware, if reqYES Exits At Grade Or Platform 36 (w) x 44 (l)YES Gas Shut-off Exposed & Regulator (18) Above GradeYES Floor Bathroom Watertight Other Floors OkayYES Backflow Preventors where requiredYES Relief Valve ,Heat Trap/Water Temp 110 deg or lessYES-Install downspouts on all pressure relief valves. Propane Tank: Proper Setback from Prop Line/StructYES Firewalls, 2 Hr, 3 Hr / Fire Dampers / Fire DoorsYES-Fire caulk all penetrations in basement ceiling. Also fire caulk perimeter gap between sheetrock ceiling and foundation wall. Ceiling Fire Stopping, 3,000 sq. ft. Wood FrameYESBasement Final Electrical / Flex Gas Piping BondedYES Site Plan Variance requiredNO Final SurveyNO Bldg Access All Sides 20ft Drivable SurfaceYES Engineer or Architect ApprovalYES Special InspectionsYES Jun 28, 2018Page (5) INSPECTION WORKSHEET (BINS-004655-2018) Checklist ItemPassedComments OK to Issue Temporary C/OYES6/14/18 preliminary walk-thru not approved -Temporary CO Inspection to be scheduled for Wednesday 6/1/18 at 1:00 pm. 6/25/18 Final Inspection Not Approved -Install Handicapped Signage for bathrooms -Complete fencing and gates at south end of pool area. -Complete handicapped ramp handrails. -Complete all landscape islands in pool area. Must be filled to top of concrete. -Complete all fire marshal's items. -Submit Final Approvals from engineer and architect. -Submit Final Approval and certified as-built septic system from engineer. -Complete all site items and submit engineer's final site certification. -Submit Final Survey *FINAL INSPECTION 9:00 AM TUESDAY 6/26/18 Final Inspection Not Approved -Install handicapped bathroom signs -Install asphalt paving at bottom of handicapped ramp. -Smooth out splices on handicapped ramp handrails. -Submit Final Approval and certified as-built septic system from engineer. -Complete all site items and submit engineer's final site certification. -Submit Final Survey 6/28/18 Final Inspection Approved - Temporary CO -Complete all site items Jun 28, 2018Page (6) INSPECTION WORKSHEET (BINS-004655-2018) Checklist ItemPassedComments OK to Issue C/ONO6/25/18 Final Inspection Not Approved -Install Handicapped Signage for bathrooms -Complete fencing and gates at south end of pool area. -Complete handicapped ramp handrails. -Complete all landscape islands in pool area. Must be filled to top of concrete. -Complete all fire marshal's items. -Submit Final Approvals from engineer and architect. -Submit Final Approval and certified as-built septic system from engineer. -Complete all site items and submit engineer's final site certification. -Submit Final Survey *FINAL INSPECTION 9:00 AM TUESDAY 6/26/18 Final Inspection Not Approved -Install handicapped bathroom signs -Install asphalt paving at bottom of handicapped ramp. -Smooth out splices on handicapped ramp handrails. -Submit Final Approval and certified as-built septic system from engineer. -Complete all site items and submit engineer's final site certification. -Submit Final Survey 6/28/18 Final Inspection Approved - Temporary CO -Complete all site items O'Brien, John (Inspector) Jun 28, 2018Page (7) INSPECTION WORKSHEET (BINS-004441-2018) Town of Queensbury - Building and Codes - Fire Marshal 742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal Case Number:CC-000486-2017Case Module:Permit Inspection Date:06/25/2018Inspection Status:Failed Inspector:John O'BrienInspection Type:Commercial Final Inspection Job Address:74 State Rte 149Parcel Number:288.12-1-9.1 Lake George, NY 12845 Contact TypeCompany NameName Engineer\[Phinney Design Group\], Granted Permission\[F.H. Alexander, Inc.\], Contractor\[F.H. Alexander, Inc.\], Applicant\[ LAKE GEORGE RV PARK INC\], Primary Owner\[ LAKE GEORGE RV PARK INC\], Checklist ItemPassedComments Chimney / B Vent / Direct Vent LocationYES Chimney Rain Cap InstalledYES Plumbing Vent Through Roof/Roof completeYES Ext Finish /Grade Complete/6 in 10ft or EquivalentYES Doors 36 inch wLever Hand Panic Hardware, if reqYES Exits At Grade Or Platform 36 (w) x 44 (l)YES Gas Shut-off Exposed & Regulator (18) Above GradeYES Floor Bathroom Watertight Other Floors OkayYES Backflow Preventors where requiredYES Relief Valve ,Heat Trap/Water Temp 110 deg or lessYES-Install downspouts on all pressure relief valves. Propane Tank: Proper Setback from Prop Line/StructYES Firewalls, 2 Hr, 3 Hr / Fire Dampers / Fire DoorsYES-Fire caulk all penetrations in basement ceiling. Also fire caulk perimeter gap between sheetrock ceiling and foundation wall. Ceiling Fire Stopping, 3,000 sq. ft. Wood FrameYESBasement Final Electrical / Flex Gas Piping BondedYES Site Plan Variance requiredNO Final SurveyNO Bldg Access All Sides 20ft Drivable SurfaceYES Engineer or Architect ApprovalNO Special InspectionsYES Jun 25, 2018Page (3) INSPECTION WORKSHEET (BINS-004441-2018) Checklist ItemPassedComments OK to Issue Temporary C/ONO6/14/18 preliminary walk-thru not approved -Temporary CO Inspection to be scheduled for Wednesday 6/1/18 at 1:00 pm. 6/25/18 Final Inspection Not Approved -Install Handicapped Signage for bathrooms -Complete fencing and gates at south end of pool area. -Complete handicapped ramp handrails. -Complete all landscape islands in pool area. Must be filled to top of concrete. -Complete all fire marshal's items. -Submit Final Approvals from engineer and architect. -Submit Final Approval and certified as-built septic system from engineer. -Complete all site items and submit engineer's final site certification. -Submit Final Survey *FINAL INSPECTION 9:00 AM TUESDAY OK to Issue C/ONO6/25/18 Final Inspection Not Approved -Install Handicapped Signage for bathrooms -Complete fencing and gates at south end of pool area. -Complete handicapped ramp handrails. -Complete all landscape islands in pool area. Must be filled to top of concrete. -Complete all fire marshal's items. -Submit Final Approvals from engineer and architect. -Submit Final Approval and certified as-built septic system from engineer. -Complete all site items and submit engineer's final site certification. -Submit Final Survey *FINAL INSPECTION 9:00 AM TUESDAY O'Brien, John (Inspector) Jun 25, 2018Page (4) INSPECTION WORKSHEET (BINS-004441-2018) Town of Queensbury - Building and Codes - Fire Marshal 742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal Case Number:CC-000486-2017Case Module:Permit Inspection Date:06/25/2018Inspection Status:Failed Inspector:John O'BrienInspection Type:Commercial Final Inspection Job Address:74 State Rte 149Parcel Number:288.12-1-9.1 Lake George, NY 12845 Contact TypeCompany NameName Engineer\[Phinney Design Group\], Granted Permission\[F.H. Alexander, Inc.\], Contractor\[F.H. Alexander, Inc.\], Applicant\[ LAKE GEORGE RV PARK INC\], Primary Owner\[ LAKE GEORGE RV PARK INC\], Checklist ItemPassedComments Chimney / B Vent / Direct Vent LocationYES Chimney Rain Cap InstalledYES Plumbing Vent Through Roof/Roof completeYES Ext Finish /Grade Complete/6 in 10ft or EquivalentYES Doors 36 inch wLever Hand Panic Hardware, if reqYES Exits At Grade Or Platform 36 (w) x 44 (l)YES Gas Shut-off Exposed & Regulator (18) Above GradeYES Floor Bathroom Watertight Other Floors OkayYES Backflow Preventors where requiredYES Relief Valve ,Heat Trap/Water Temp 110 deg or lessYES-Install downspouts on all pressure relief valves. Propane Tank: Proper Setback from Prop Line/StructYES Firewalls, 2 Hr, 3 Hr / Fire Dampers / Fire DoorsYES-Fire caulk all penetrations in basement ceiling. Also fire caulk perimeter gap between sheetrock ceiling and foundation wall. Ceiling Fire Stopping, 3,000 sq. ft. Wood FrameYESBasement Final Electrical / Flex Gas Piping BondedYES Site Plan Variance requiredNO Final SurveyNO Bldg Access All Sides 20ft Drivable SurfaceYES Engineer or Architect ApprovalNO Special InspectionsYES Jun 25, 2018Page (3) INSPECTION WORKSHEET (BINS-004441-2018) Checklist ItemPassedComments OK to Issue Temporary C/ONO6/14/18 preliminary walk-thru not approved -Temporary CO Inspection to be scheduled for Wednesday 6/1/18 at 1:00 pm. 6/25/18 Final Inspection Not Approved -Install Handicapped Signage for bathrooms -Complete fencing and gates at south end of pool area. -Complete handicapped ramp handrails. -Complete all landscape islands in pool area. Must be filled to top of concrete. -Complete all fire marshal's items. -Submit Final Approvals from engineer and architect. -Submit Final Approval and certified as-built septic system from engineer. -Complete all site items and submit engineer's final site certification. -Submit Final Survey *FINAL INSPECTION 9:00 AM TUESDAY OK to Issue C/ONO6/25/18 Final Inspection Not Approved -Install Handicapped Signage for bathrooms -Complete fencing and gates at south end of pool area. -Complete handicapped ramp handrails. -Complete all landscape islands in pool area. Must be filled to top of concrete. -Complete all fire marshal's items. -Submit Final Approvals from engineer and architect. -Submit Final Approval and certified as-built septic system from engineer. -Complete all site items and submit engineer's final site certification. -Submit Final Survey *FINAL INSPECTION 9:00 AM TUESDAY O'Brien, John (Inspector) Jun 25, 2018Page (4) 86COMcheck Software Version 4.0.6.2 /1' Interior Lighting Compliance Certificate Project Information t� Energy Code: 2015 IECC Project Title: Lake George Rv Park Bathroom Bldg AUG Q Project Type: New Construction AUG 08 2017 I ' Construction Site: Owner/Agent: Designer/Contractor: 74 State Route 149 Lake George RV Park, Inc Phinney.Design Group Queensbury, NY 12804 74 State Route 149 142 Grand Ave Queensbury, NY 12804 Saratoga Springs, NY 12866 518 792-3775 x.206 518 587-7120 x.26 Dave@LakeGeorgeRVPark.com jhaynes@phinneydesign.com Additional Efficiency Package Unspecified Allowed Interior Lighting Power A B C D Area Category Floor Area Allowed Allowed Watts (ft2) Watts/ft2 (B X C) 1-Seasonal(unheated)(Convention Center) 3520 1.01 3555 Total Allowed Watts= 3555 Proposed Interior Lighting Power A B C D E Fixture ID: Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. 11 Seasonal(unheated)(Convention Center) LED 1:B:LED Roadway-Parking Unit 54W: 1 30 50 1500 LED 2:B1:LED PAR 18W: 1 6 13 78 LED 3:A:LED Linear 33W: 1 3 40 120 Total Proposed Watts= 1698 Interior Lighting PASSES: Design 52%better than code Interior Lighting Compliance Statement Compliance Statement: The proposed interior lighting design represented in this document is consistent with the building plans, specifications,and other calculations submitted with this permit applicat on.The proposed interior lighting systems have been designed to meet the 2015 IECC requirements in COMcheckon 2 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Name-Title Signature Date OF NEIN Y 288.12-1-9.1 cc-000486-2017 �P��'PNTHO/y y Lake George RV Park V� \� 74 State Route 149 r w Mech./Bathroom3,520 s.f. IC Project Title: Lake George Rv Park Bathroom Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\Comm Check\LGRV_Bathroom Bldg.cck Page 1 of 7 COMcheck Software Version 4.0.6.2 8l/ Exterior Lighting Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: Lake George Rv Park Bathroom Bldg Project Type: New Construction Exterior Lighting Zone 2(Neighborhood business district) Construction Site: Owner/Agent: Designer/Contractor: 74 State Route 149 Lake George RV Park, Inc Phinney Design Group Queensbury, NY 12804 74 State Route 149 142 Grand Ave Queensbury, NY 12.804 Saratoga Springs, NY 12866 518 792-3775 x.206 518 587-7120 x.26 Dave@LakeGeorgeRVPark.com jhaynes@phinneydesign.com Allowed Exterior Lighting Power A B C D E Area/Surface Category Quantity Allowed Tradable Allowed Watts Watts/Unit Wattage (B X C) Walkway<10 feet wide 348 ft of 0.7 Yes 244 Total Tradable Watts(a)= 244 Total Allowed Watts= 244 Total Allowed Supplemental Watts(b)= 600 (a)Wattage tradeoffs are only allowed between tradable areas/surfaces. (b)A supplemental allowance equal to 6D0 watts may be applied toward compliance of both non-tradable and tradable areas/surfaces Proposed Exterior Lighting Power A B C D E Fixture ID: Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. Walkway< 10 feet wide(348 ft of walkway length):Tradable Wattage LED 1:B:LED Roadway-Parking Unit 54W: 1 19 50 Exempt Exemption:Transportation sites(incl.storage) Total Tradable Proposed Watts= 0 Exterior • • •n 100%better than code Exterior Lighting Compliance Statement Compliance Statement: The proposed exterior lighting design represented in this document is consistent with the building plans, specifications,and other calculations submitted with this permit aDplicaYa 1�The,,proposed exterior lighting systems have been designed to meet the 2015 IECC requirements in COMcheck Version 4 6!2�anc,to comply with any applicable mandatory requirements listed in the Inspection Checklist. CN�°ss BA�t� , PE A6--.3-Zol7 Name-Title Signature O� NEW y ate �P PNIHOn✓y oA <9 i 9 sFa 08815 Project Title: Lake George Rv Park Bathroom Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV BathroomBldg.cck Page 2 of 7 COMcheck Software Version 4.0.6.2 Mechanical Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: Lake George Rv Park Bathroom Bldg Location: Lake George, New York Climate Zone: 6a Project Type: New Construction Construction Site: Owner/Agent: Designer/Contractor: 74 State Route 149 Lake George RV Park, Inc Phinney Design Group Queensbury, NY 12804 74 State Route 149 142 Grand Ave Queensbury, NY 12804 Saratoga Springs, NY 12866 518 792-3775 x.206 518 587-7120 x.26 Dave@LakeGeorgeRVPark.com jhaynes@phinneydesign.com Additional Efficiency Package Unspecified Mechanical Systems List Quantity System Type&Description 1 ACCU/CU-1 (Single Zone): Cooling:1 each-Split System.Capacity=30 kBtu/h,Air-Cooled Condenser.No Economizer,Economizer exception:None Proposed Efficiency=19.80 SEER,Required Efficiency: 13.00 SEER Fan System: None 1 WH-1: Gas Instantaneous Water Heater,Capacity:0 gallons,Input Rating:150 Btu/h Proposed Efficiency:96.00 EF,Required Efficiency:0.62 EF Mechanical Compliance Statement Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans, specifications,and other calculations submitted with this permit application.The proposed mechanical systems have been designed to meet the 2015 IECC requirements in COMcheck Versio 4.0.6.2 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Name-Title 7,nur Date / OF NErj,y v �Q ��FFRE 0 VIA ° OFESSIG'�F\, i Project Title: Lake George Rv Park Bathroom Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommChec k\LG RV_B ath room Bldg.cc Page 1 of 9 Section # Footing/Foundation Inspection Complies? Comments/Assumptions &Re .ID - _ C403.2.4. Snow/ice melting system sensors for ❑Complies Exception:Requirement does not apply. 5, future connection to controls.Freeze ❑Does Not C403.2.4. protection systems have automatic 6 controls installed. ❑Not Observable [FO9)3 ❑Not Applicable Additional Comments/Assumptions: 7 High Impact(Tier 1) 1 2Medium impact(Tier 2) 3 ;Low Impact(Tier 3) Project Title: Lake George Rv Park Bathroom Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_BathroomBldg.cck Page 3 of 9 z i ----------- Section # Mechanical Rough-In Inspection Complies? Comments/Assumptions & Req.ID C402.2.6 Thermally ineffective panel surfaces of❑Complies Exception: Requirement does not apply. [ME41]3 sensible heating panels have ❑Does Not insulation >=R-3.5. ❑Not Observable ❑Not Applicable C403.2.12 HVAC fan systems at design ❑Complies Exception: Requirement does not apply. .1 conditions do not exceed allowable ❑Does Not [ME65]3 fan system motor nameplate hp or fan ❑Not Observable See the Mechanical Systems list for values. system bhp. ❑Not Applicable C403.2.12 Fans have efficiency grade(FEG)>_ ❑Complies Requirement will be met. 3 67.The total efficiency of the fan at ❑Does Not [ME11712 the design point of operation<= 15% of maximum total efficiency of the ❑Not Observable fan. ❑Not Applicable C403.2.13 Unenclosed spaces that are heated ❑Complies Exception: Requirement does not apply. j[ME71]2 use only radiant heat. ❑Does Not ❑Not Observable ❑Not Applicable C403.2.3 HVAC equipment efficiency verified. ❑Complies See the Mechanical Systems list for values. j(ME55]2 ❑Does Not j ❑Not Observable ❑Not Applicable C403.2.6. Demand control ventilation provided [ Complies Exception: Requirement does not apply. 1 for spaces>500 ft2 and>25 ❑Does Not [ME59]' people/1000 ft2 occupant density and served by systems with air side ❑Not Observable economizer,auto modulating outside ❑Not Applicable air damper control,or design airflow >3,000 cfm. C403.2.6. Enclosed parking garage ventilation ❑Complies Exception: Requirement does not apply- 2 has automatic contaminant detection ❑Does Not (ME115]3 and capacity to stage or modulate fans to 50%or less of design capacity. ❑Not Observable ❑Not Applicable C403.2.7 Exhaust air energy recovery on ❑Complies Exception:Requirement does not apply. [ME57]1 systems meeting Table C403.2.7(1) ❑Does Not and C403.2.7(2). ❑Not Observable ❑Not Applicable C403.2.8 Kitchen exhaust systems comply with ❑Complies Exception:Requirement does not apply. [ME116]3 replacement air and conditioned ❑Does Not supply air limitations,and satisfy hood rating requirements and maximum ❑Not Observable exhaust rate criteria. ❑Not Applicable C403.2.9 HVAC ducts and plenums insulated. ❑Complies Exception:Requirement does not apply. . [ME60]2 Where ducts or plenums are installed []Does Not in or under a slab,verification may need to occur during Foundation [:]Not Observable Inspection. ❑Not Applicable C403.2.9 Ducts and plenums sealed based on ❑Complies Requirement will be met. [MEJO]2 static pressure and location, ❑Does Not ❑Not Observable ❑Not Applicable C403.2.9. Ductwork operating>3 in.water ❑Complies Exception: Requirement does not apply. 1.3 column requires air leakage testing. ❑Does Not [ME11]3 []Not Observable ❑Not Applicable 11 High Impact (Tier 1) 2 Medium Impact(Tier 2) 1 3y Low Impact(Tier 3) Project Title: Lake George Rv Park Bathroom Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV—BathroomBldg.cck Page 5 of 9 ] I ---- - Section —r - - # Final Inspection Complies? Comments/Assumptions & Re .ID C303.3, Furnished O&M manuals for HVAC ❑Complies .Requirement will be met. C408.2.5. systems within 90 days of system ❑Does Not 3 3 acceptance. [FI8) ❑Not Observable ❑Not Applicable C403.2.2 HVAC systems and equipment ❑Complies Requirement will be met. [FI27]3 capacity does not exceed calculated ❑Does Not loads. ❑Not Observable ❑Not Applicable C403.2.4. Heating and cooling to each zone is ❑Complies Requirement will be met. 1 controlled by a thermostat control. ❑Does Not [FI47]3 Minimum one humidity control device ❑Not Observable per installed humidification/dehumidification ❑Not Applicable system. C403.2.4. Thermostatic controls have a 5°F ❑Complies Requirement will be met. 1.2 deadband. ❑Does Not [FI38]3 ❑Not Observable ❑Not Applicable C403.2.4. Temperature controls have setpoint ❑Complies Exception: Requirement does not apply. 1.3 overlap restrictions. ❑Does Not [F120]3 []Not Observable ❑Not Applicable C403.2.4. Each zone equipped with setback ❑Complies Exception:Requirement does not apply. 2 controls using automatic time clock or ❑Does Not [F]39]3 programmable control system. []Not Observable ❑Not Applicable C403.2.4. Automatic Controls:Setback to 55"F ❑Complies Requirement will be met. 2.1, (heat)and 85'F(cool);7-day clock,2- ❑Does Not C403.2.4, hour occupant override, 10-hour []Not backup Not Observable [FI40)3 ❑Not Applicable C404.3 Heat traps installed on supply and ❑Complies Exception:Requirement does not apply. [Fl11]3 discharge piping of non-circulating ❑Does Not systems. ❑Not Observable ❑Not Applicable C404.4 All piping insulated in accordance with ❑Complies Requirement will be met. [FI25]2 section details and Table C403.2.10. ❑Does Not ❑Not Observable ❑Not Applicable C408.2.1 Commissioning plan developed by ❑Complies Requirement will be met. [F128]1 registered design professional or ❑Does Not approved agency. []Not Observable ❑Not Applicable C408.2,3. HVAC equipment has been tested to ❑Complies Requirement will be met. 1 ensure proper operation. ❑Does Not [F131]1 ❑Not Observable ❑Not Applicable C408.2.3. HVAC control systems have been ❑Complies Requirement will be met. 2 tested to ensure proper operation, ❑Does Not ! [FI10]1 calibration and adjustment of controls. ❑Not Observable ❑Not Applicable 1 High Impact(Tier 1) 2 Medium Impact (Tier 2) 3 LOW Impact(Tier 3) Project Title: Lake George Rv Park Bathroom Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV BathroomBidg.cck Page 7 of 9 i Project Title: Lake George Rv Park Bathroom Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_BathroomBldg.cck Page 9 of 9 COMcheck Software Version 4.0.6.2 Mechanical Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: Lake George Rv Park Bathroom Bldg Location: Lake George, New York Climate Zone: 6a Project Type: New Construction Construction Site: Owner/Agent: Designer/Contractor: 74 State Route 149 Lake George RV Park, Inc Phinney Design Group Queensbury, NY 12804 74 State Route 149 142 Grand Ave Queensbury, NY 12804 Saratoga Springs,NY 12866 518 792-3775 x.206 518 587-7120 x.26 Dave@LakeGeorgeRVPark.com jhaynes@phinneydesign.com Additional Efficiency Package Unspecified Mechanical Systems List Quantity System Type& Description 1 ACCU/CU-1 (Single Zone): Cooling:1 each-Split System,Capacity=30 kBtu/h,Air-Cooled Condenser,No Economizer,Economizer exception:None Proposed Efficiency=19.80 SEER,Required Efficiency: 13.00 SEER Fan System: None 1 WH-1: Gas Instantaneous Water Heater,Capacity:0 gallons,Input Rating:150 Btu/h Proposed Efficiency:96.00 EF,Required Efficiency:0.62 EF Mechanical Compliance Statement Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.The proposed mechanical systems have been designed to meet the 2015 IECC requirements in COMcheck Versio 4.0.6.2 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Name-Title 5igna"ur Date l/ Or NE(V)_ �P y�FFRF O� "t `• u „ I Lra .. Jam;�l 810 OPie S----1G*a�� 1 Project Title: Lake George Rv Park Bathroom Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV—Bath room Bldg.cc Page 1 of 9 COMcheck Software Version 4.0.6.2 Inspection Checklist Energy Code: 2015 IECC Requirements: 98.0% were addressed directly in the COMcheck software Text in the"Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement,the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed.Where compliance is itemized in a separate table, a reference to that table is provided. Section I # Plan Review Complies? j Comments/Assumptions & Re .ID C103.2 Plans,specifications,and/or ❑Complies Requirement will be met. [PR2]' calculations provide all information ❑Does Not with which compliance can be determined for the mechanical ❑Not Observable systems and equipment and ❑Not Applicable document where exceptions to the standard are claimed.Load calculations per acceptable engineering standards and handbooks. _ C103.2 Plans,specifications,and/or ❑Complies Requirement will be met. [PR3]I calculations provide all information ❑Does Not with which compliance can be determined for the service water [-]Not Observable heating systems and equipment and ❑Not Applicable document where exceptions to the standard are claimed. Hot water system sized per manufacturer's sizing guide. C406 Plans,specifications, and/or ❑Complies [PR9]' calculations provide all information ❑Does Not with which compliance can be determined for the additional energy ❑Not Observable efficiency package options. ❑Not Applicable Additional Comments/Assumptions: 4 .. • .y;e 1 High Impact(Tier 1) 2 !Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title:. Lake George Rv Park Bathroom Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_BathroomBldg.cck Page 2 of 9 Section - - -- —. # Footing/Foundation InspectionComplies? Comments/Assumptions &Req.ID1 T C403.2.4. Snow/ice melting system sensors for ❑Complies Exception: Requirement does not apply. 5, future connection to controls.Freeze ❑Does Not C403.2.4, protection systems have automatic 6 controls installed. ❑Not Observable [FO9]3 []Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) __[_2_11 Medium Impact(Tier 2)_ 3 ;Low Impact(Tier-3) Project Title: Lake George Rv Park Bathroom Bldg Report date; 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV BathroomBldg.cck Page 3 of 9 Section # Plumbing Rough-In Inspection Complies? Comments/Assumptions & Re .ID C404.5, Heated water supply piping conforms []Complies Requirement will be met. C404.5.1, to pipe length and volume ❑Does Not C404.5.2 requirements.Refer to section details. [PL6]3 ❑Not Observable ❑Not Applicable C404.5, Heated water supply piping conforms ❑Complies Requirement will be met. C404.5.1, to pipe length and volume []Does Not C404.5.2 requirements.Refer to section details. [PL6]3 ❑Not Observable []Not Applicable C404.6.3 Pumps that circulate water between a ❑Complies Exception: Requirement does not apply. [PL7]3 heater and storage tank have controls ❑Does Not that limit operation from startup to <= 5 minutes after end of heating []Not Observable cycle. ❑Not Applicable C404.6.3 Pumps that circulate water between a ❑Complies Exception: Requirement does not apply. [PL7]3 heater and storage tank have controls []Does Not that limit operation from startup to <=5 minutes after end of heating ❑Not Observable cycle. ❑Not Applicable C404.7 Water distribution system that pumps ❑Complies Exception: Requirement does not apply. [PL8]3 water from a heated-water supply ❑Does Not pipe back to the heated-water source through a cold-water supply pipe is a ❑Not Observable demand recirculation water system. ❑Not Applicable Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. C404.7 Water distribution system that pumps ❑Complies Requirement will be met. [PL8]3 water from a heated-water supply ❑Does Not pipe back to the heated-water source ❑Not Observable through a cold-water supply pipe is a demand recirculation water system. ❑Not Applicable Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Lake George Rv Park Bathroom Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_BathroomBldg.cck Page 4 of 9 Section - - # Mechanical Rough-In Inspection Complies? Comments/Assumptions & Req.lD1 I T C402.2.6 Thermally ineffective panel surfaces of❑Complies Exception: Requirement does not apply. [ME41]3 sensible heating panels have ❑Does Not insulation>=R-3.5. ❑Not Observable ❑Not Applicable C403.2.12 HVAC fan systems at design ❑Complies Exception: Requirement does not apply. .1 conditions do not exceed allowable ❑Does Not [ME65]3 fan system motor nameplate hp or fan [-]Not Observable See the Mechanical Systems list for values. system bhp. ❑Not Applicable C403.2.12 Fans have efficiency grade(FEG)>_ ❑Complies Requirement will be met. .3 67.The total efficiency of the fan at ❑Does Not [ME117]2 the design point of operation<= 15% ❑Not Observable of maximum total efficiency of the fan. ❑Not Applicable C403.2.13 Unenclosed spaces that are heated ❑Complies Exception: Requirement does not apply. [ME71]2 use only radiant heat. ❑Does Not I ❑Not Observable ❑Not Applicable C403.2.3 HVAC equipment efficiency verified. ❑Complies See the Mechanical Systems list for values. [ME55]2 ❑Does Not []Not Observable ❑Not Applicable C403.2.6. Demand control ventilation provided ❑Complies Exception: Requirement does not apply. 1 for spaces>500 ft2 and>25 ❑Does Not [ME59]1 people/1000 ft2 occupant density and served by systems with air side ❑Not Observable economizer,auto modulating outside ❑Not Applicable air damper control,or design airflow >3,000 cfm. C403.2.6. Enclosed parking garage ventilation ❑Complies Exception: Requirement does not apply. 2 has automatic contaminant detection ❑Does Not [ME115]3 and capacity to stage or modulate fans to 50%or less of design capacity. ❑Not Observable ❑Not Applicable C403.2.7 Exhaust air energy recovery on ❑Complies Exception: Requirement does not apply. [ME57]1 systems meeting Table C403.2.7(1) ❑Does Not and C403.2.7(2). ❑Not Observable ❑Not Applicable C403.2.8 Kitchen exhaust systems comply with ❑Complies Exception: Requirement does not apply. [ME116]3 replacement air and conditioned ❑Does Not supply air limitations,and satisfy hood rating requirements and maximum []Not Observable exhaust rate criteria. ❑Not Applicable C403.2.9 HVAC ducts and plenums insulated. ❑Complies Exception:Requirement does not apply. [ME60]2 Where ducts or plenums are installed ❑Does Not in or under a slab,verification may need to occur during Foundation ❑Not Observable Inspection. ❑Not Applicable C403.2.9 Ducts and plenums sealed based on ❑Complies Requirement will be met. [ME10]2 static pressure and location. ❑Does Not ❑Not Observable ❑Not Applicable C403.2.9. Ductwork operating>3 in.water ❑Complies Exception: Requirement does not apply. 1.3 column requires air leakage testing. ❑Does Not [ME11]3 ❑Not Observable ❑Not Applicable I I High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Lake George Rv Park Bathroom Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_BathroomBldg.cck Page 5 of 9 Section # Mechanical Rough-In Inspection Complies? Comments/Assumptions & Re .ID I C403.4.4. Multiple zone VAV systems with DDC ❑Complies Exception: Requirement does not apply. 6 of individual zone boxes have static ❑Does Not [ME110]3 pressure setpoint reset controls. ❑Not Observable See the Mechanical Systems list for values. []Not Applicable C408.2.2. Air outlets and zone terminal devices' ❑Complies Exception: Requirement does not apply. 1 have means for air balancing. ❑Does Not [ME53]3 ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) 12 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Lake George Rv Park Bathroom Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_Bathroom Bidg.cck Page 6 of 9 Section - --- # Final Inspection Complies? Comments/Assumptions & Re .ID C303.3, Furnished O&M manuals for HVAC ❑Complies Requirement will be met. C408.2.5. systems within 90 days of system ❑Does Not 3 acceptance. [F18]3 []Not Observable ❑Not Applicable C403.2.2 HVAC systems and equipment ❑Complies Requirement will be met. [F127]3 capacity does not exceed calculated []Does Not loads: ❑Not Observable ❑Not Applicable C403.2.4. Heating and cooling to each zone is ❑Complies Requirement will be met. 1 controlled by a thermostat control. ❑Does Not [F147]3 Minimum one humidity control device [-]Not Observable per installed ❑Not Applicable humidification/dehumidification pp system. 6403.2.4. Thermostatic controls have a 5 °F ❑Complies Requirement will be met. 1.2 deadband. ❑Does Not [F138]3 ❑Not Observable ❑Not Applicable C403.2.4. Temperature controls have setpoint ❑Complies Exception: Requirement does not apply. 1.3 overlap restrictions. ❑Does Not [F120]3 []Not Observable ❑Not Applicable C403.2.4. Each zone equipped with setback ❑Complies Exception: Requirement does not apply. 2 controls using automatic time clock or ❑Does Not [F139]3 programmable control system. ❑Not Observable ❑Not Applicable C403.2.4. Automatic Controls:Setback to 557 ❑Complies Requirement will be met. 2.1, (heat)and 85°F(cool); 7-day clock, 2- ❑Does Not C403.2.4. hour occupant override, 10-hour 2.2 backup ❑Not Observable [F140]3 ❑Not Applicable C404.3 Heat traps installed on supply and ❑Complies Exception: Requirement does not apply. [FI 11)3 discharge piping of non-circulating ❑Does Not systems. ❑Not Observable ❑Not Applicable 0404.4 All piping insulated in accordance with ❑Complies Requirement will be met. [F125]2 section details and Table C403.2.10. ❑Does Not []Not Observable ❑Not Applicable C408.2.1 Commissioning plan developed by ❑Complies Requirement will be met. [F128]1 registered design professional or ❑Does Not approved agency. ❑Not Observable ❑Not Applicable C408.2.3. HVAC equipment has been tested to ❑Complies Requirement will be met. 1 ensure proper operation. ❑Does Not [17131]1 ❑Not Observable ❑Not Applicable C408.2.3. HVAC control systems have been ❑Complies Requirement will be met. 2 tested to ensure proper operation, ❑Does Not [17110]1 calibration and adjustment of controls. ❑Not Observable ❑Not Applicable 1 High Impact(Tier 1) 2 Medium Impact(Ter 2) Low impact(Tier 3) Project Title: Lake George Rv Park Bathroom Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_BathroomBidg.cck Page 7 of 9 s I t Section # Final Inspection Complies? Comments/Assumptions & Re .ID C408.2.4 Preliminary commissioning report ❑Complies Requirement will be met. [FI29]1 completed and certified by registered ❑Does Not design professional or approved ' ❑ agency. Not Observable ❑Not Applicable C408.2.5. Furnished HVAC as-built drawings ❑Complies Requirement will be met. 1 submitted within 90 days of system ❑Does Not [FI713 acceptance. ❑Not Observable ❑Not Applicable C408.2.5. An air and/or hydronic system ❑Complies Requirement will be met. 3 balancing report is provided for HVAC ❑Does Not [F143]1 systems. []Not Observable ❑Not Applicable C408.2.5. Final commissioning report due to ❑Complies Requirement will be met. 4 building owner within 90 days of ❑Does Not [FI30]1 receipt of certificate of occupancy. []Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Lake George Rv Park Bathroom Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_BathroomBldg.cck Page 8 of 9 Project Title: Lake George Rv Park Bathroom Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV BathroomBldg.cck Page 9 of 9 C«MENSpp SCM' _ �Coate CIfNMIi Rm �� •ii �.fM GMn �RIM rpt CONIMRba Og ��z /s•ocws Ii s,rt•t �pwr" ws ao`°b�°�"� u� �-g p+ue—ee a�u NorEs: _ E.Ep.vEM urze.0 pram mlEm pErr/M• "' q is�ORn n°PE,sa st ec imuc mo/mn«q rmm m PPmo p (¢1t4 9�iPPt�YOMeIOP eE ) �—uwrarc A mePaan sEMc R� a � WATER CLOSET �' .nn[rr.R)pat era[e PSRo 2.�Mn Nt CLpnOil,S lOGnota > � E m.0 eE ENposm,nrn Tfi6N,a xs-par oeawms �'+'�� ' Y v[Nr sono ePPo umtestN Eruosvu Raae �N Z F eg 63 u'"Ta�Eavy.mr.a Na s¢RIM rpt cprtwwrqu � ' . .. «,-tn•NurE Pwt zps �s f# PVIM�pGNOM Rm -z�' xa�E CLEANOUT DETAILatl� FLOOR DRAIN DETAIL ■r/ r/� Eainxax pn.) Tol E FrM NOTES: e wax MNc ,.Dora.toex a rrPka ran wam-TREE ursa s Reuc eEsteopa. H E S NO_R � mOIEY MK.ES RFOb rpt VNPIY 1Nlerlm UtNrOlrr4(«ilTE uv - . SNEtn CN02En. ].paT COPPER/EFRIOia PIPef SNYL P[K1MR M1C PrMOiOxS FLOOR MOUNTED WATER CLOSET DETAIL LAVATORY INSTALLATION DETAIL ,w. r.�r..• I Cpt0.aD SEEM 1MN �Ob(ErPJ"� CMCC t9L 06aON r0 B[Gm.,OEO _ _VI — z __'ENRNa>,Ee rr 7 _wive— LErevab 7 c� .PRiaq rtRu"�" "savcao.« FIREPIT PIPING DETAIL N_.Ewm r arero cuaxw ae ,�.'��r c ° pRa E9COEMEM. i �^_ PSL stmt -(� /.•Dae �/-�. x z� Rush vxvE ��ENO 5�6!- N e wEN PIPE SLEEVE DETAIL �-n 1 siE�e�rpt toG,oN UMN.LL—� {�/� YVLM r�veRIHJ � � EelnYlr 1E��pP YQ NOP sP« " IY/ ` ��1Nigx vNYe C .J Y Sa i RPE A[Fvf(ttP.) O t Qi NOTES: x1.ANsmaEauArLRatPwaSEaRRwNmpa,anrdec st a rfeNu(oer1oR16uMr e9apsNpxGRENRcC,srMsNrExrMroS iF/e�'PEhA naf.�rz�T RCr•IDrp�.bt.leAwf rWa te. reNJ�mroIee•.s`Pua m�MYIC�I5l'°M� 1e 5 6a6 p- p— > MOP/JANITOR SINK INSTALLATION DETAIL INSTALLATION DETAIL PIPE THRU FLOOR DETAIL� WCa� 6 TYPICAL WATER HAMMER ARRESTOR DETAIL MP-501 ENGINEERING PLLC s I'r- u ou ro I so I o ti on s MU'rualulvd cedculICO&HOIns �Ofr Bathroom / Wiechaniouufldh�q Lake George RV Park - Pool Pr Ject aj 74 NY RT 149, Lake George, NY OIF 0 CO in Prepared By: rr' 0. w Scott Burlingame, P.E. 0 X85186 April 3, 2017 10 Ope S1O%A 5co"Burlingame,P.E. 900 Rt.146,Clifton Park,NY 12065 f T:518-724-0733 f scott@sbengineeringpllc.com JOB MANIC= Bathroom/Mechanical Building ENGINEERING NLLC SWEET# 1 OF 2 ;tructural solutions CALL.BY Scott Burlingame, P.E. DATE 4/3/17 BUILDING DESIGN LOADS Roof Dead Load: Built Up Roofing and Insul. = 4 psf 5/8" Plywood Sheathing = 2 psf Wood Roof Trusses = 4 psf Mechanical Ducts = 2 psf Gyp. Ceiling = 6 psf Ceiling& Lights 2 psf 20 psf Roof Live Load: Flat Roof Snow Load = 38.5 psf Total Roof Design Load = 58.5 psf Seismic Roof Dead Load: Built Up Roofing and Insul. — 4 psf 5/8" Plywood Sheathing = 2 psf Wood Roof Trusses = 4 psf Mechanical Ducts = 2 psf 2-Layers 5/8" Gyp. = 6 psf Ceiling&Lights = 2 psf 20%Flat Roof Snow Load = 8 psf 28 psf Typical Floor Dead Load: Flooring = 3 psf 3/4"Plywood Sheathing = 2 psf 11 7/8"Joists at 16" a.c. = 2 psf 2-Layers 5/8"Gyp. = 6 psf Ceiling&Lights = 2 psf 15 psf Seismic Floor Dead Load: Flooring = 3 psf 3/4" Plywood Sheathing = 2 psf Wood Trusses at 24"o.c. = 2 psf 2-Layers 5/8"Gyp. = 6 psf Ceiling&Lights = 2 psf Partitions = 10 psf 25 psf Typiced Floor Live Load: First Floor Public Space = 100 psf Mechanical Floor Slab = 100 psf Scot)Balingame,P.E. i 900 RI.146,Clifton Park,NY 12065 i T:518.724.0733 i scoltQsbengineeringpllc.com t 3 ENGINEERING PLLc JOB NAME Bathroom/Mechanical Building SHEET# 2 OF �, ��, structural solutions CALL.BY Scott Burlingame, P.E. DATE 4/3/17 Bldg. Area: Entire Roof Ground Snow Load: 50 psf (At elevations up to 1000 feet) Project Site Elevation: 375 ft Adj. Ground Snow (pg): 50 psf Building Occupancy Terrain Category Q I-Agricultural QA.Large City Centers * II-General *B.General Urban/Suburban Q III-Assembly QC.Open Terrain IV-Critical Servicesi 2 OD.Open Shoreline 2 Roof Exposure Thermal Factor *Fully Exposed *Structures Not Noted Below *Partially Exposed *Poorly Heated/Well Insulated *Sheltered *Unheated Structures 2 2 Importance Factor(I): 1.0 Thermal Factor(CJ: 1.1 Exposure Factor(Ce): 1.0 P Snow Density(g): 20.5 psf Flat Roof Snow Load(pj: 38.5 psf Height of Uniform Snow(hb): 1.9 ft Note: This spreadsheet calculates the flat-roof snow load based on the 'Building Code of New York State' (2016)&ASCE 7-10 criteria. To use, enter the ground snow load and select the appropriate building criteria. I i i Scoff Burlingame,P.E. 1900 Rt.146,Clifton Park,NY 12065 I T:518-724.0733 1 scoff@sbengineeringpllc.com t� 3B 3 �� 0E1��pp 8 p� ��p I ® NPLIC JOB NAME Bathroom /Mechanical Building SHEEP# 1 OF 2 CALC. BY Scott Burlingame, P.E. DATE 4/3/17 liNote: 1. This spreadsheet calculates the seismic design coefficients and building design category per the"Building Code of New York State -2016". 2. Use spectral accelerations based on a 2%PE in 50 years. 3. Not valid for Site Class F or E w/S,>1.0,Sl>0.4. 4.To determine SS&Sl,input project address in USGS online ground hazard application Site Address: 74 NYS Rt. 149, Lake George, NY Data: SS 0.239 Mapped spectral acceleration for short periods S, 0.082 Mapped spectral acceleration for a 1-second period Site Class Occupancy Category 0 Site Class A 0 I/II-General/Agricultural 0 Site Class B 0 III-Assembly 0 Site Class C 0 IV-Critical Services I 0 Site Class D 0 Site Class E 0 Site Class F F,,= 1.60 F„= 2.40 Sms= 0.382 SMI_ 0.197 SDS= 0.255 SDI= 0.131 S SD Cat B SD Cat B t Seismic Design Cutegarry B Scott Burlingame,P.E. 1900 Rt.146,Clifton Park,IJY 12065 I T;518-724-0733 I Scott@sbengineeringpllc.com t C i a �� p �p � �� PLL Ioe NAME Bathroom/Mechanical Building N 8�i lk II 9� R SHEET# 1 OF 1 u r a( Solutions CALC. BY Scott Burlingame, P.E. DATE 4/3/17 S 1�___ I Data: Building Occupancy Seismic Direction Q I-Agricultural 0 "X"Direction QQ II-General O "Y"Direction Q III-Assembly Q IV-Critical Services Require Input by User SDS= 0.2.55 Mapped spectral acceleration for short periods SDI= 0.131 Mapped spectral acceleration for a 1-second period , R= 3.000 Response Modification Coefficient (Ordinary plain masonry shearwalls) IE= 1.000 Importance Factor h„= 13.00 Total Building Height Above Base (ft) CT= 0.020 Building Period Coefficient Calculate Seismic Base Shear: T=Ta = 0.137 Approximate Fundamental Period (seconds) Csmin = 0.011 Minimum Seismic Response Coefficient CS = 0.085 Seismic Response Coefficient C.. = 0.319 Maximum Seismic Response Coefficient Csgov. = 0.085 Governing Seismic Response Coefficient Total Seismic Weight: WS = 49.30 (Force in Kips) Seismic Base Shear: VS = 4.19 (Force in Kips) Calculate Vertical Distribution of Seismic Forces: Distribution Coefficient (k) = 1.00 Level Wsx (k) hx j Wsh%k Cvx Fx (k) I Mx (k-ft) Roof 49.30 13.00 640.90 j 1.000 4.19 0.00 Ground 0.00 0.00 0.00 0.000 0.00 54.48 0.00 0.000 0.00 0.00 0.00 0.000 0.00 I 0.00 0.00 0.000 0.00 0.00 0 --- _ _ 0.00 j 0.000 _ 0.00 0.00 0.00 0.000 I 0.00 0.00 0.00 0.000 0.00 0.00 Sum 49.3 640.90 1 .000 4.19 54.48 808 Main Street 1 Buffalo,NY 14202-1501 I Phone:716.856.1894 1 FAX:716.852.2621 1 siracuseSE@siracusengineers.com a ( I WOOCIWOPICS® ShearWallS SOFTWARE FOR WOOD DESIGN 7 i a Woodworks®Shearwalls 10.31 Bathroom.wsw Aug.16,2017 13:53:05 3 f Project Information DESIGN SETTINGS Design Code Wind Standard Seismic Standard k IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 a Load Combinations Building Code Capacity Modification For Design(ASD) For Deflection(Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1.00 1.00 l J 0.60 Wind 1.00 Wind z a. Service Conditions and Load Duration Max Shearwall Offset[ft] Duration Temperature Moisture Content Plan Elevation r Factor Range Fabrication Service (within story) (between stories) 3 1.60 T<=100F 19% 10% 0.50 - Maximum Height-to-width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - 2.0 1.5 Ignore non-wood-panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads Never Never Drag struts Applied loads g r Shearwall Relative Rigidity: Deflection-based stiffness of wall segments 4 Design Shearwall Force/Length: Based on wall rigidity/length SITE INFORMATION Wind Seismic m ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Lateral Force Procedure 3 Design Wind Speed 115mph Risk Category Category I1 - All others i Exposure Exposure B Structure Type Regular I Enclosure Enclosed Building System Bearing wall Min Wind Loads:Walls 12 psf Design Category B Roofs 6 psf Site Class D Topographic Information[ft] Spectral Response Acceleration Shape Height Length S1:0.082g Ss: 0.239g - - Fundamental Period E-W N-S 5 Site Location: - T Used 0.095S 0.095S Elev; Oft Avg Air density: 0.0765 lb/cu ft Approximate Ta 0.095s 0.095s Rigid building - Static analysis Maximum T 0.156s 0.156s Case 2 E-W loads N-S loads Response Factor R 2.00 2.00 I s Eccentricity(%) 15 15 Fa:1.60 Fv:2.90 Loaded at 75% u ) 4 i ) ( i ) ( S ) 3 Y A 1 j t i 3 s. Woodworks® Shearwans Bathroom.wsw Aug. 16,201713:53:05 Structural Data I STORY INFORMATION a Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev[ft] Depth in Height[ft] shrinkage[in] length[in] Ceiling 10.83 0.0 Level 2.83 1.0.0 8.00 13.8 14.5 Foundation 2.00 `s BLOCK and ROOF INFORMATION Block Roof Panels Dimensions[ft] Face Type Sloe Overhang[ft] Block 1 Story E—W Ridge Location X,Y= 0.00 0.00 North Side 30.0 1.00 Extent X,Y= 80.00 22.00 South side 30.0 1.00 Ridge Y Location,Offset 11.00 0.00 East Gable 90.0 1.00 Ridge Elevation,Height 17.18 6.35 West Gable 90.0 1.00 i i 2 k 5 J S I 2 Y r 4 f Y f 3 d f V 3 'Y ,h 3 'E 1 'i 2 5� 5 F I F Woodworks® Shearwans Bathroom.wsw Aug. 16,2017 13:53:05 I i i f SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext Structural) 32/16 15132 3 Horz 35000 8d Nail N 6 10 Y Int Gyp WB 1-ply 112 - - Horz 40000 5d Nail N 7 7 Y 2 Both Structural) 32116 15132 3 Horz 35000 8d Nail N 6 10 Y 1 Legend: Grp—Wall Design Group number, used to reference wall in other tables Surf—Exterior or interior surface when applied to exterior wall Ratng—Span rating,see SDPWS Table C4.2.2.2C f Thick—Nominal panel thickness GU-Gypsum underlay thickness Ply—Number of plies(or layers)in construction of plywood sheets Or—Orientation of longer dimension of sheathing panels Gvtv—Shear stiffness in ibAn.of depth from SDPWS Tables C4.2.2A-B Type—Fastener type from SDPWS Tables 4.3A-D:Nail—common wire nail for structural panels and lumber,cooler or gypsum wallboard nail for GWB,plasterboard nail for gypsum lath,galvanised nail for gypsum sheathing; Box-box nail, Casing—casing pall;Roof—roofing nail;Screw— drywall screw z Size-Common,box,and casing nails:refer to SDPWS Table A9(casing sizes=box sizes). Gauges: 11 ga=0.120"x 1-314"(gypsum sheathing,25132"fiberboard), 1-112"(lath&plaster, 112"fiberboard); 13 ga plasterboard=0.92"x 1- 118". Cooler or gypsum wallboard nail:5d=.086'x 1-518';6d=.092"x 1-718';8d=.113"x 2-318';618d=6d base ply,8d face ply for 2-ply GWB. Drywall screws:No.6, 1-114"tong. 518" gypsum sheathing can also use 6d cooler or GWB nail Df—Deformed nails(threaded or spiral), with increased withdrawal capacity Eg— Panel edge fastener spacing Fd— Field spacing interior to panels Bk—Sheathing is nailed to blocking at all panel edges;Y(es)or N(o) Apply Notes—Notes below table legend which apply to sheathing side 4 Notes: i 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. FRAMING MATERIALS and STANDARD WALL by WALL GROUP I Wall Species Grade b d Spcg SG E Standard Wall Grp I in in in si'6 1 I D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Exterior Segmented e 2 S-P-F Stud 1.50 5.50 16 0.42 1.20 Interior Segmented Legend: Wall Grp—Wall Design Group b—Stud breadth(thickness) t d—Stud depth(width) Spcg—Maximum on-centre spacing of studs for design,actual spacing may be less. SG—Specific gravity E—Modulus of elasticity Standard Wall-Standard wall designed as group. is Notes: t Check manufacture requirements for stud size,grade and specific gravity(G)for all shearwali hold-downs. C ifi I r 9 if u[ R 3 £[6 i t s V{doodWorks® Shearwalls Bathroom.wsw Aug. 16,2017 13:53:05 3 I t SHEARLINE,WALL and OPENING DIMENSIONS North-south Type Wall Location Extent[ft] Length FHS[ft] Height I Shearlines Group X(ftj Start End ft Wind Seismic ft Line 1 Level 1 Line 1 Seg 1 0.00 0.00 22.00 22.00 22.00 22.00 8.00 Wall 1-1 Seg 1 0.00 0.00 22.00 22.00 22.00 22.00 - Line 2 Level Line 2 Seg 2 41.50 0.00 22.00 22.00 21.00 21.00 8.00 Wall 2-1 Seg 2 41.50 0.00 21.00 21.00 21.00 21.00 - Line 3 Level 1 Line 3 Seg 1 80.00 0.00 22.00 22.00 0.00 0.00 8.00 Wall. 3-1 Seg 1 80.00 0.00 22.00 22.00 0.00 0.00 - s Opening 1 - - 3.50 9.50 6.00 - - 6.75 Opening 2 - - 12.50 18.50 6.00 - - 6.75 East-west Type wall Location Extent[ft] Length FHS[ft] Height Shearlines Group Y ft] Start End [ft] Wind Seismic ft Line A Level 1 Line A Seg 1 0.00 0.00 80.00 80.00 38.00 38.00 8.00 Wall A-1 Seg 1 0.00 0.00 80.00 80.00 38.00 38.00 - Opening 1 - - 4.50 6.50 2.00 - - 6.75 Opening 2 - - 11.50 30.50 19.00 - - 6.75 Opening 3 - - 35.00 37.50 2.50 - - 6.75 Opening 4 - - 46.00 52.00 6.00 - - 6.75 Opening 5 - - 58.00 64.00 6.00 - - 6.75 Opening 6 - - 69.50 76.00 6.50 - - 6.75 Line B Level 1 Line B Seg 1 22.00 0.00 80.00 80.00 37.50 37.50 B.00 y Wall B-1 Seg 1 22.00 0.00 80.00 80.00 37.50 37.50 - Opening 1 - - 4.50 7.00 2.50 - - 6.75 k opening 2 - - 19.50 22.00 2.50 - - 6.75 Opening 3 - - 35.00 37.00 2.00 - - 6.75 Opening 4 - - 44.50 53.50 9.00 - - 6.75 Opening 5 - - 57.00 65.50 8.50 - - 6.75 Opening 6 - - 68.50 77.50 9.00 - - 6.75 s Legend: Type-Seg=segmented,Prf=perforated,NSW=non-shearwall r Location-dimension perpendicular to wall FHS-length of full-height sheathing used to resist shear force Wall Group-Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall i x [ s Q I t a 1 3 c E C B 4 l f 3 k Woodworks® Shearwalls Bathroom.wsw Aug. 16, 2017 13:53:05 l Loads 4 WIND SHEAR LOADS(as entered or generated) Levet 9 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft] [lbs,plf,psf] Ht Case Dir Dir Start End Start End [ft] s Block 1 W Wall Min W->E Wind Line 0.00 22.00 24.0 Block 1 W L Gable 1 W->E Wind Line 0.00 11.00 0.0 71.5 Block 1 W L Gable Min W->E Wind Line 0.00 11.00 0.0 38.1 ) Block 1 W wall 1 W->E Wind Line 0.00 22.00 45.0 Block 1 W R Gable 1 W->E Wind Line 11.00 22.00 71.5 0.0 ? Block 1 W R Gable Min W->E Wind Line 11.00 22.00 38.1 0.0 Block 1 E L Gable 1 W->E Lee Line 0.00 11.00 0.0 19.5 Block 1 E L Gable Min W-->E Lee Line 0.00 11.00 0.0 38.1 Block 1 E Wall Min W->E Lee Line 0.00 22.00 24.0 ) Block 1 E Wall 1 W->E Lee Line 0.00 22.00 12.3 ; Block 1 E R Gable Min W->E Lee Line 11.00 22.00 38.1 0.0 Block 1 E R Gable 1 W->E Lee Line .11.00 22.00 19.5 0.0 Block 1 W L Gable 1 E->W Lee Line 0.00 11.00 0.0 19.5 Block 1 W L Gable Min E->W Lee Line 0.00 11.00 0.0 38.1 Block 1 W Wall Min E->W Lee Line 0.00 22.00 24.0 Block 1 W Wall 1 E->W Lee Line 0.00 22.00 12.3 Block 1 W R Gable 1 E->W Lee Line 11.00 22.00 19.5 0.0 Block 1 W R Gable Min E->W Lee Line 11..00 22.00 38.1 0.0 Block 1 E Wall 1 E->W wind Line 0.00 22.00 45.0 Block 1 E L Gable 1 E->W Wind Line 0.00 11.00 0.0 71.5 Block 1 E Wall Min E->W Wind Line 0.00 22.00 24.0 i Block 1 E L Gable Min E->W Wind Line 0.00 11.00 0.0 38.1 Block 1 E R Gable Min E->W Wind Line 11.00 22.00 38.1 0.0 Block 1 E R Gable 1 E->W Wind Line 11.00 22.00 71.5 0.0 Block 1 S Roof Min S->N Wind Line -1.00 81.00 20.8 Block 1 S Roof 1 S->N Wind Line -1.00 81.00 19.5 s Block 1 S Wall 1 S->N Wind Line 0.00 80.00 45.0 Block 1 S Wall Min S->N Wind Line 0.00 80.00 24.0 Block 1 N Roof 1 S->N Lee Line -1.00 81.00 58.4 Block 1 N Roof Min S->N Lee Line -1.00 81.00 20.8 Block 1 N Wall 1 S->N Lee Line 0.00 80.00 28.1 I Block 1 N Wall Min S->N Lee Line 0.00 80.00 24.0 r Block 1 S Roof 1 N->S Lee Line -1.00 81.00 58.4 Block 1 S Roof Min N->S Lee Line -1.00 81.00 20.8 Block 1 S Wall 1 N->S Lee Line 0.00 80.00 28.1 Block 1 S Wall. Min N->S Lee Line 0.00 80.00 24.0 Block 1 N Roof 1 N->S Wind Line -1.00 81.00 19.5 Block 1 N Roof Min N->S Wind Line -1.00 81.00 20.8 Block 1 N Wall 1 N->S Wind Line 0.00 80.00 45.0 Block 1 N Wall Min N->S Wind Line 0.00 80.00 24.0 G Legend: Block-Block used in load generation Accum.=loads from one block combined with another Manual=user-entered loads(so no block) a F-Building face(north,south,east or west) Element-Building surface on which loads generated or entered Load Case-One of the following: Y ASCE 7 All Heights:Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.9,5 t ASCE 7 Low-rise:Reference corner and Case A or B from Fig 28.4-9 or minimum loads from 28.4.4 Wind Dir-Direction of wind for loads with positive magnitude,also direction of MWFRS. Surf Dir-Windward or leeward side of the building for loads in given direction Prof-Profile(distribution) Location-Start and end points on building element Magnitude-Start=intensity of uniform and point loads or leftmost intensity of trapezoidal load,End=right intensity of trap load Trib Fit-Tributary height of area loads only ] t Notes: All loads entered by the user or generated by program are specified(unfactored)loads.The program applies a load factor of 0.60 to wind loads [ before distributing them to the shearlines. t Woodworks® Shearwans Bathroommsw Aug. 16,201713:53:05 WIND C&C LOADS Block Building Wind Level Magnitude[psf] Face Direction Interior End Zone Block I West Windward 1 25.8 31.9 Block 1 East Leeward 1 25.8 31.9 Block I West Leeward 1 25.8 31.9 Block I East Windward 1 25.8 31.9 Block I South Windward 1 25.8 31.9 Block 1 North Leeward 1 25.8 31.9 Block 1 South Leeward 1 25.8 31.9 Block I North Windward 1 25.8 31.9 f t WoodWorks® Shearwalls Batnroommsw Aug. 16,2017 13:53:05 BUILDING MASSES Level Magnitude Trib Force Building Block Wall Profile Location[ft] jlbs,pif,psf] Width Dir Element Line Start End Start End [ft] E-W Roof Block 1 1 Line -1.00 23.00 410.0 410.0 E-W Roof Block 1 3 Line -1.00 23.00 410.0 410.0 a E-W R Gable Block 1 1 Line 0.00 11.00 63.5 0.0 E-W L Gable Block 1 1 Line 11.00 22.00 0.0 63.5 E E-W L Gable Block 1 3 Line 0.00 11.00 63.5 0.0 E-W R Gable Block 1 3 Line 11.00 22.00 0.0 63.5 0 t N-S Roof: Block 1 A Line -1.00 81.00 120.0 7.20.0 N-S Roof Block 1 B Line -1.00 81.00 120.0 120.0 i Both Wall 1-1 n/a 1 Line 0.00 22.00 40.0 40.0 t Both Wall 2-1 n/a 2 Line 0.00 21.00 24.0 24.0 Both Wall 3-1 n/a 3 Line 0.00 22.00 40.0 40.0 Both Wall A-1 n/a A Line 0.00 80.00 40.0 40.0 Both Wall B-1 n/a B Line 0.00 80.00 40.0 40.0 a Legend: Force Dir-Direction in which the mass is used for seismic load generation,E-W,N-S,or Both Building element-Roof,gable end, wall or floor area used to generate mass,wall line for user-applied masses,Floor F#-refer to Plan View for floor area number Wall line-Shearline that equivalent line load is assigned to Location-Start and end points of equivalent line load on wall line Trib Width.-Tributary width;for user applied area loads only 3 I t } S[t i i } y`4 it j} i t E i �It I 7 ti 3 s Woodworks® Shearwalls Bathroom.wsw Aug. 16, 2017 13:53:05 SEISMIC LOADS Level 1 Force Profile Location[ft] Mag[lbs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 104.5 104.5 E-W Point 0.00 0.00 408 408 E-W Line 0.00 11.00 117.8 134.0 E-W Line 11.00 21.00 134.0 119.3 I E-W Line 21.00 22.00 116.2 114.7 E-W Point 22.00 22.00 408 408 E-W Line 22.00 23.00 104.5 104.5 N-S Line -1.00 0.00 30.6 30.6 N-S Point 0.00 0.00 201 201 f N-S Line 0.00 80.00 40.8 40.8 N-S Point 41.50 41.50 64 64 N-S Point 80.00 80.00 201 201 N-S Line 80.00 81.00 30.6 30.6 Legend: Loads in table can be accumulation of loads from several building masses,so they do not correspond with a particular building element. Location-Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified(unfactored)Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. i i Y 3 3, WoodWorks® Shearwalls Bathroom.wsw Aug. 16, 2017 13:53:05 l Design Summary SHEARWALL DESIGN s i Wind Shear Loads,Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads,Rigid Diaphragm All shearwalls have sufficient design capacity. € Components and Cladding Wind Loads,Out-of-plane Sheathing All shearwalls have sufficient design capacity. s Components and Cladding Wind Loads,Nail Withdrawal All shearwalls have sufficient design capacity. ti Seismic Loads,Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads,Rigid Diaphragm All shearwalls have sufficient design capacity. r HOLDDOWN DESIGN Wind Loads,Flexible Diaphragm All hold-downs have sufficient design capacity. F G Wind Loads,Rigid Diaphragm All hold-downs have sufficient design capacity. Seismic Loads,Flexible Diaphragm All hold-downs have sufficient design capacity. i Seismic Loads,Rigid Diaphragm I All hold-downs have sufficient design capacity. e E This Design Summary does not include failures that occur due to excessive story drift(NBC 4.1.8.13(3)). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage x (SDPWS Table C4.2.21)). i i fi 3 a t f 3 A e3 (£Y i 9 WoodWorks@ Shearwalls Bathroorn.wsw Aug. 16,2017 13:53:05 .......... Flexible Diaphragm Wind Design ASCE 7 Directional(All Heights) Loads SHEAR RESULTS N-S W For HfW-Cub ASD Shear Force rpiq Allowable Shear jplf] Crit. Shearlines Gp Dir Int Ext V[lbs] vmax v Int Ext CO C Total V jibs] Resp. Line I Level I Iml, Levl 1^ Both 1.0 1.0 1927 87.6 67.6 125 392 1.00 A 517 11374 0.17 Line 2 Ln2, Levl 2 Both 1.0 1.0 5416 257.9 257.9 361 361 1.00 A 721 15147 0.36 E-W W For HfW-Cub ASD Shear Force[piq Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V[lbs] vmax v Int Ext Co C Total V[lbs] Resp. Line A Leve 14 LnA, Levl 1 Both 1.0 1.0 678 79.6 79.6 125 392 1.00 A 517 19646 0.15 Line B LnB, Levl 1 Both 1.0 1.0 678 33.0 33.0 125 392 1.00 A 517 19368 0.06 Legend. Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp-Wall design group defined in Sheathing and Framing Materials tables,where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir-Direction of wind force along shearline. NAW--Cub-Fibreboard height-to-width factor from SDPWS table 4.3.4 note 3,or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall, V-ASD factored shear force.For shearline:total shearline force.For wail.,force taken by total of all segments on wall. vmax-Base shear=ASD factored shear force per unit full height sheathing,divided by perforation factor Co as per SDPWS eqn.4.3-8=VIFHSICo. v-Design shear force=ASD factored shear force per unit full height sheathing.For wall,it is the largest force on any segment. Int-Unit shear capacity of interior sheathing;Ext-Unit shear capacity of exterior sheathing.Includes Cub and height-lo-width factors. Co-Perforation factor from SDPWS Table 4.3.3.5. C-Sheathing combination rule,A=Add capacities,S=Strongest side only,X=Strongest side or twice weakest. Total-Combined int.and ext.unit shear capacity inc.perforation factor. V-For wall:Sum of combined shear capacities for all segments on wall.For shearline:sum of all wall capacities on line. Crit Resp-Critical response=vlTotal=design shear force/unit shear capacity for critical segment on wall or shearline. "S"indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 10 Woodworks® Shearwalls Bathroom.wsw Aug. 16,2017 13:53:05 f HOLD-DOWN DESIGN(flexible wind design) E Level 1 Tensile ASD a Line- Location[ft] Load Holddown Force[Ibs] Cap Crit Wail Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [Ibs] Resp. Line 1 1-1 L End 0.00 0.12 1 993 993 HD9 8810 0.11 1-1 R End 0.00 21.88 1. 993 993 HD9 8810 0.11 I Line 2 1 2-1 L End 41.50 0.12 1 2088 2088 HD9 8810 0.24 2-1 R End 41.50 20.88 1 2088 2088 HD9 8810 0.24 Line A A-1 R Op 3 37.62 0.00 1 656 656 HD9 8810 0.07 A-1 L Op 4 45.88 0.00 1 656 656 HD9 8810 0.07 Line B i B-1 R Op 1 7.13 22.00 1 162 162 HD9 8810 0.02 B-1 L Op 2 19.38 22.00 1 162 162 HD9 8810 0.02 i B-1 R Op 2 22.13 22.00 1 269 2.69 HD9 8810 0.03 s B-1 L Op 3 34.68 22.00 1 269 269 HD9 8810 0.03 i Legend: Line-Wall. At wall or opening-Shearline and wall number At vertical element-Shearline Posit'n-Position of stud that hold-down is attached to: V Elem-Vertical element:column or strengthened studs required where not at wall end or opening L or R End-At left or right wall end L or R Op n- At left or right side of opening n Location-Co-ordinates in Plan View Load Case-Results are for critical load case: ASCE 7 All Heights:Case 1 or 2 from Fig.27.4-8 ASCE 7 Low-rise:Windward corner(s)and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads(27.1.5/28.4.4) Hold-down Forces: Shear-Wind shear overturning component,based on shearline force,includes perforation factor Co,factored forASD by a60 Dead--Dead load resisting component factored for ASD by 0.60 Uplift-Uplift wind load component,factored forASD by 0.60 } Cmb'd-Sum of ASD factored overturning,dead and uplift forces.May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down--Device used from hold-down database Cap-Allowable ASD tension load Crit.Resp.-Critical Response=Combined ASD force/Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. r 3 x x 5 d f 35 3 WoodWorks@ Shearwalls Bathroommsw Aug. 16,2017 13:53.05 DRAG STRUT FORCES(flexible wind design) Level 1 Drag Strut Line- Position on Wall Location[ft] Load Force[lbs] Wall or Opening X y Case ---> <--- Line 2 2-1 Right Wall End 41.50 21.00 1 246 246 Line A A-1 Right opening 3 37.50 0.00 1 318 318 A-1 Left Opening 4 46.00 0.00 1 28'7 287 Line B B-1 Right Opening 1 7.00 22.00 1 59 59 B-1 Left Opening 2 19.50 22.00 1 83 83 B-1 Right Opening 2 22.00 22.00 1 62 62 B-1 Left Opening 3 35.00 22.00 1 381 381 Legend. Line-Wall-Shearline and wall number Position.—Side of opening or well end that drag strut is attached to Location-Cc-ordinates in Plan View Load Case-Results are for critical load case: ASCE 7 All heights Case I or 2 ASCE 7 Low-rise corner;Case A or B Drag strut Force-Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force,includes perforation factor Co. -Due to shearline force in the west-to-east or south-to-north direction -Due to shearline force in the east-to-west or north-to-south direction gi 12 CWoodWorks® Shearwalls Bathroom.wsw Aug. 16, 2017 13:53:05 DEFLECTION(flexible wind design) Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Defl Vn en Deft Deff Defl If ft ft sq.in in in lbs in in in in Level 1 Line 1 1 1-1 Both Ext 146.0 22.00 8.00 16.5 .Q01 .033 73 .002 .010 0.11 0.16 Both Int 0.0 .000 0 .000 .000 Line 2 2 2.-1 Both Both 429.8 2.1.00 8.00 16.5 .004 .049 107 .005 .031 0.13 0.21 Line A 1 A-1,1 Both Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,2 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,4 Both Ext 132.7 8.50 8.00 16.5 .003 .030 66 .001 .007 0.28 0.32 Both Int 0.0 .000 0 .000 .000 A-1,5 Both Ext 0.0 6.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,6 Both Ext 0.0 5.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,7 Both Ext 0.0 4.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 Line B 1 B-1,1 Both Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 B-1,2 Both Ext 33.1 12.50 8.00 16.5 .000 .008 17 .000 .000 0.19 0.19 Both Int 0.0 .000 0 .000 .000 B-1,3 Both Ext 55.0 13.00 8.00 16.5 .001 .013 28 .000 .001 0.18 0.19 Both Int 0.0 .000 0 .000 .000 B-1,4 Both Ext 0.0 7.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 1 0 .000 .000 Legend: Wall, segment-Wall and segment between openings,e.g. B-3, 2=second segment on Wall 3 on Shearline B W Gp-Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir-Force direction Srf-Wall surface,interior or exterior for perimeter walls, 1 or 2 for interior partitions v-Unfactored(strength-level)shear force per unit foot on wall segment=ASD force/0.60 b-Width of wall segment between openings h-Wall height q DO -Horizontal shearwall deflection due to given term: $$ Bending=8vh^3/EAb;A-Cross sectional area of segment end stud(s);E-stud mod.of elasticity in Framing Materials table Shear=vh/Gt;Gt -Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip=0.75 h x en;en-From SDPWS Table C4.2.2D; Vn-Unfactored shear force per nail along panel edge Hold- Hold-down= da x h/b;refer to Hold-down Displacement table for components of da Total defl= Deflection from bending+shear+nail slip+hold-down,as per SDPWS C4.3.2-1 WARNING-Fastener slip based on lumber with specific gravity not less than 0.5,however specific gravity for at least some walls is less than 0.5. Refer to the Framing Materials table. 13 € [��oodw�arks® Shearwalls Bathroom.wsw Aug. 16, 2017 13:53:05 € HOLD-DOWN DISPLACEMENT(flexible wind design) Wall, Hold- Uplift Elong 1 Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl lbs in in in lbs in in in In in Level 9 Line 4 1-1 Both HD9 1655 .022 .000 0.022 - - 0.248 0.04 0.31 0.11 Line 2 2-1 Both 109 3480 .046 .001 0.046 - - 0.248 0.04 0.33 0.13 Line A i A-1,1 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,2 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,4 Both HD9 1094 .014 .000 0.015 - - 0.248 0.04 0.30 0.28 € A-1,5 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,6 Both HD9 1 .000 .000 0.000 -- - 0.000 0.00 0.00 0.00 A-1,7 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line B ` e B-1,1 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 B-1,2 Both HD9 270 .004 .000 0.004 - - 0.248 0.04 0.29 0.19 B-1,3 Both HD9 449 .006 .000 0.006 - - 0.248 0.04 0.29 0.18 B-1,4 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Legend: Wall,segment-Wall and segment between openings,e.g. B-3,2=second segment on Wall 3 on Shearline B Dir-Force direction Uplift force(P)-Strength-level accumulated hold-down tension force from overturning,dead and wind uplift da-Vertical displacements due to the following components: Elong/Disp-Elongation when slippage calculated separately;displacement when combined elongation/slippage used Manuf-Using manufacturers value for anchor bolt length,or no bolt contribution for connector-only elongation. Unless marked with k=(ASD uplift force/ASD hold-down capacity)x max strength-level elongation or displacement i *-Maximum strength-level elongation or displacement is used.May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. G Add-Due to longer anchor bolt length than manufacturer's value,or entire bolt length for connector-only elongation= PL/(Ab x Es); Ab-bolt cross-sectional area; Es=steel modulus=29000000 psi; L=Lb-Lh; Lb=Total bolt length shown in Storey Information table; Lh=Manufacturer's anchor bolt length forgiven displacement/elongation from hold-down database. Slippage-Due to vertical slippage of hold-down fasteners attached to stud(s)when not combined with elongation Pf=Unfactored uplift force P/ number of fasteners Bolts: = Pf/(270,000 D^1.5) (NDS 10.3.8);D=bolt diameter Nails: =en,fromSDPWS Table C4.2.21) using Pf for Vn and values for Wood Structural Panel Shrink- Wood shrinkage= 0.002 x(19%fabrication-10% in-service moisture contents)x Ls a Ls=Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table g Crush+Extra-0.04"wood crushing at compression end of wall segment plus extra displacement due to mis-cuts,gaps,etc, Total da= Elong/Disp+Slippage+Shrink+Crush+Extra i Hold Dell-Horizontal deflection= h/b x da (41h term in the deflection equation SDPWS C4.3.2-1) h=wall height;b=segment length between openings;h,b values in Deflection table r a 3 3 3 S a P i E f i i i E 4 14 [ , F C _ WoodWork$® ShearwallS Bathroom.wsw Aug. 16, 2017 13:53:05 Rigid Diaphragm Wind Design 1 ; ASCE 7 Directional(All Heights)Loads i ) [ SHEAR RESULTS N-S W For H/W-Cub ASD Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V[lbs] vmax v Int Ext Co C Total V lbs Resp. Line 1 Level 1 I Lnl, Levl 1 Both 1..0 1.0 351 16.0 16.0 125 392 1.00 A 517 11374 0.03 Line 2 a Ln2, Levl 2^ Both 1.0 1..0 6991 332.9 332.9 361 361 1.00 A 721 15147 0.46 3 E-W W For HtW-Cub ASD Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V[lbs] Max v Int Ext Co C Total V[lbs] Resp. ; Line A it Level 1 LnA, Levl 1 Both 1.0 1.0 518 60.8 60.8 125 392 1.00 A 51.7 19646 0.1.2 Line B LnB, Levl 1 Both 1.0 1.0 838 39.2 39.2 125 392 1.00 A 517 19388 0.08 4 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. s W Gp-Wall design group defined in Sheathing and Framing Materials tables,where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir-Direction of wind force along shearline. HA41 Cub—Fibreboard height-to-width factor from SDPWS table 4.3.4 note 3,or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V-ASD factored shear force.For shearline:total shearline force.For wall:force taken by total of all segments on wall. vmax-Base shear=ASD factored shear force per unit full height sheathing,divided by perforation factor Co as per SDPWS eqn.4.3-8=V/FNS/Co. v-Design shear force=ASD factored shear force per unit full height sheathing.For wall,it is the largest force on any segment. s Int-Unit shear capacity of interior sheathing;Ext-Unit shear capacity of exterior sheathing.Includes Cub and height-to-width factors. Co-Perforation factor from SDPWS Table 4.3.3.5. E C-Sheathing combination rule,A=Add capacities, S=Strongest side only,X=Strongest side or twice weakest. Total-Combined int.and ext.unit shear capacity inc.perforation factor. V—For wall:Sum of combined shear capacities for all segments on wall.For shearline:sum of all wall capacities on fine. Crit Resp—Critical response=vlTotal=design shear force/unit shear capacity for critical segment on wall or shearline. "S"indicates that the seismic design criterion was critical in selecting wall a Notes: ry Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. ) I I t 3 t x t s s 2E k d yC k e I 4 k r g E t 95 2 1 F Woodworks® Shearwalls Bathroom.wsw Aug. 16,2017 13:53:05 HOLD-DOWN DESIGN(rigid wind design) Level 1 Tensile ASD Line- Location[ft] Load Holddown Force[lbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs] Resp. Line 1 s 1-1 L End 0.00 0.12 1 181 1.81. HD9 8810 0.02 1-1 R End 0.00 21.88 1 1.8.1 181 HD9 8810 0.02 Line 2 2-1 L End 41.50 0.12 1 2695 2695 HD9 8810 0.31 2-1 R End 41.50 2.0.88 1 2695 2695 HD9 8810 0.31 Line A A-1 R Op 3 37.62 0.00 1 5D1 501 HD9 8810 0.06 A-1 L Op 4 45.88 0.00 1 501 501 HD9 8810 0.06 Line B B-1 R Op 1 7.13 22.00 1 215 215 HD9 8810 0.02 B-1 L Op 2 19.38 22.00 1 21.5 215 HD9 8810 0.02 B-1 R Op 2 22.13 22.00 1 319 319 HD9 8810 0.04 B-1 L Op 3 34.88 22.00 1 319 319 1ID9 8810 0.04 i Legend: Line-Wall: At wall or opening-Shearline and wall number At vertical element-Shearline Posit'n-Position of stud that hold-down is attached to: V Elem-Vertical element:column or strengthened studs required where not at wall end or opening L or R End-At left or right wall end L or R Op n- At left or right side of opening n I Location-Co-ordinates in Plan View Load Case-Results are for critical load case; ASCE 7 All Heights:Case 1 or 2 from Fig.27.4-8 ASCE 7 Low-rise:Windward comer(s)and Case A or B from Fig.28.4-1 ASCE 7 Minimum loads(27.1.5/28.4.4) Hold-down Forces: Shear-Wind shear overturning component,based on shearfine force,includes perforation factor Co,factored for ASD by 0.60 Dead-Dead load resisting component,factored for ASD by 0.60 Uplift-Uplift wind load component,factored for ASD by 0.60 Cmb'd-Sum of ASD factored overturning,dead and uplift forces.May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 I when openings are staggered. Hold-down-Device used from hold-down database Cap--Allowable ASD tension load Crit.Resp.-Critical Response=Combined ASD force/Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. s 7 t S 3 S k 5 £ 3 } D 3 16 b WoodWorks@ Shearw-al.Is Bathroom I wsw Aug. 16,-2017 13:53:05 DRAG STRUT FORCES(rigid wind design) Level 1 Drag Strut Line- Position on Wall Location[ft] Load Force[lbs] Wall or Opening X y Case _> <--- Line 2 2-1 Right Wall End 41.50 21.00 1 318 318 Line A A-1 Right Opening 3 37.50 0.00 1 243 243 A-1 Left opening 4 46.00 0.00 1 219 219 Line B B-1 Right Opening 1 7.00 22.00 1 73 73 B-1 Left Opening 2 19.50 22.00 1 125 125 B-1 Right Opening 2 22.00 22.00 1 98 98 B-1 Left Opening 3 35.00 22.00 1 471 471 Legend: Line-Wall-Shearline and wall number Position_-Side of opening or wall end that drag strut is attached to Location-Co-ordinates in Plan View Load Case-Results are for critical load case: ASCE 7 All heights Case I or 2 ASCE 7 Low-rise corner;Case A or B Drag strut Force-Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force,includes perforation factor Co. Due to shearline force in the west-to-east or south-to-north direction Due to shearline force in the east-to-west or north-to-south direction 17 I FWoodworks® Shearwalls Bathroom.wsw Aug. 16, 2017 13:53:05 E DEFLECTION(rigid wind design) Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A DO DO Vn en Defl Defl Defl If ft ft s .in in in ibs in in in in e Level 9 Line 1 1 1-1 Both Ext 26.6 22.00 8.00 16.5 .000 .006 13 .000 .000 0.11 0.11 Both Int 0.0 .000 0 .000 .000 Line 2 2 t 2-1 Both Both 554.9 21.00 8.00 16.5 .005 .063 139 .011 .067 0.13 0.27 i Line A 1 A-1,1 Both Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,2 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 k A-1,3 Both Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 i Both Int 0.0 .000 0 .000 .000 A-1,4 Both Ext 101.3 8.50 8.00 16.5 .002 .023 51 .001 .003 0.28 0.31 Both Int 0.0 .000 0 .000 .000 A-1,5 Both Ext 0.0 6.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,6 Both Ext 0.0 5.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,7 Both Ext 0.0 4.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 Line B 1 B-1,1 Both Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 B-1,2 Both Ext 43.9 12.50 8.00 16.5 .001 .010 22 .000 .000 0.19 0.20 Both Int 0.0 .000 0 .000 .000 B-1,3 Both Ext 65.3 13.00 8.00 16.5 .001 .015 33 .000 .001 0.18 0.20 Both Int 0.0 .000 0 .000 .000 B-1,4 Both Ext 0.0 7.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 1 0.0 1 .000 0 .000 .0001 1 Legend: Wall,segment-Wall and segment between openings,e.g. B-3,2=second segment on Wall on Shearline B W Gp-Wall design group defined in Sheathing and Materials tables,where it shows associated Standard Wall. Dir-Force direction Srf-Wall surface,interior or exterior for perimeter walls, 9 or 2 for interior partitions v-Unfactored(strength-level)shear force per unit foot on wall segment=ASD force/0.60 b-Width of wall segment between openings i h-Wall height Dell -Horizontal sheanaall deflection due to given term: N Bending=8vh^3/EAb;A-Cross sectional area of segment end stud(s);E-stud mod.of elasticity in Framing Materials table t Shear=vh/Gt;Gt -Shear stiffness from SDPWS C4.3.3.2,value is in Sheathing Materials table Nail slip=0.75 h x en,en-From SDPWS Table C4.2.2D; Vn-Unfactored shear force per nail along panel edge Hold- Hold-down= da x h/b;refer to Hold-down Displacement table for components of da Total dell= Deflection from bending+shear+nail slip+hold-down,as per SDPWS C4.3.2-9 t WARNING-Fastener slip based on lumber with specific gravity not less than 0.5,however specific gravity for at least some walls is less than 0.5. Refer to the Framing Materials table. 18 WoodWorks@ Shearwalls Bathroommsw Aug. 16,2017 13,53:05 HOLD-DOWN DISPLACEMENT(rigid wind design) Wall, Hold- Uplift Elong I Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Def I lbs in in in lbs in in in in in Level I Line 1 1-1 Both HD9 302 004 OOD 0.004 0.248 0.04 0.29 0.11 Line 2 2-1 Both HD9 4492 .059 .001 0.060 - - 0.248 0.04 0.35 0.13 Line A A-1,1 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,2 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-7.,3 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,4 Both HD9 835 .011. .000 0.011 - - 0.248 0.04 0.30 0.28 A-1,5 Both HD9 1 .000 .000 0.000 0.000 0.00 0.00 0.00 A-1,6 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,7 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line B B-1,1 Both HD9 1 .000 .000 0.000 - 0.000 0.00 0.00 0.00 B-1,2 Both HD9 35B .005 .000 0.005 - 0.248 0.04 0.29 0.19 B-1,3 Both HD9 532 .007 .000 0.007 - 0.248 0.04 0.29 0.18 B-1,4 Both HD9 1 .000 .000 0.000 0.000 0.00 0.00 0.00 Legend: Wall,segment-Wall and segment between openings,e.g. B-3,2=second segment on Wall 3 on Shearfine 8 Dir-Force direction Uplift force(P)-Strength-level accumulated hold-down tension force from overturning,dead and wind uplift da-Vertical displacements due to the following components: ElonglDisp-Elongation when slippage calculated separately;displacement when combined elongation/slippage used Manuf-Using manufacturer's value for anchor bolt length,or no bolt contribution for connector-only elongation. Unless marked with =(ASD uplift force IASD hold-down capacity)x max strength-level elongation or displacement -Maximum strength-level elongation or displacement is used.May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add-Due to longer anchor bolt length than manufacturer's value,or entire bolt length for connector-only elongation= PLI(Ab xEs); Ab-bolt cross-sectional area; Es=steel modulus=29000000 psi; L=Lb-Lh; Lb=Total bolt length shown in Storey Information table; Lh=Manufacturer's anchor bolt length forgiven displacement/elongation from hold-down database. Slippage-Due to vertical slippage of hold-down fasteners attached to stud(s)when not combined with elongation Pf=Unlactored uplift force P/number of fasteners Bolts: = Pfl(270,000DAI.5) (NDS 10.3.6);D=bolt diameter Nails: =en,fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink- Wood shrinkage= 0.002x(19%fabrication-10% in-service moisture contents)x Ls Ls=Perp.-to-grain length between fasteners subject to shrinkage,shown in Storey Information table Crush+Extra-0.04"wood crushing at compression end of wall segment plus extra displacement due to mis-cuts,gaps,etc. Total da= ElonglDisp+Slippage+Shrink+Crush+Extra Hold Deft-Horizontal deflection= h1b x da (4th term in the deflection equation SDPWS C4.3.2-1) h=wall height;b=segment length between openings,h,b values in Deflection table fi 19 WoodWorks@ Shearwalls Bathroorn.wsw Aug. 16,2017 13:53:05 Wind Suction Design COMPONENTS AND CLADDING by SHEARLINE North-South Sheathing[pst] Fastener Withdrawal[Ibs] Service Cond Shearlines Force Cap Force/ Force Cap ForcelCap Factors Line Lev Grp Cap End Int End Int Tem p Moist 1 1 1 19.1 221.9 0.09 21.2 17.2 103.9 0.20 0.17 1.00 1.00 3 1 1 19.1 221.9 0.09 21.2 17.2 103.9 0.20 0.17 1.00 1.00 East-West Sheathing jpsq Fastener Withdrawal[Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist * 1. 1 19.1 221.9 0.09 21.2 17.2 103.9 0.20 0.1.7 1.00 1.00 * 1 1 19.1 221.9 0.09 21.2 17.2 103.9 0.20 0.17 1.00 1.00 Legend: Grp-Wall Design Group(results for all design groups for rigid,flexible design listed for each wall) Sheathing: Force-C&C end zone exterior pressures using negative(suction)coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap-Out-of-plane capacity of exterior sheathing from SDPWS Table 3.21,factored for ASD and load duration,and assuming continuous over 2 spans Fastener Withdrawal., Force-Force tributary to each nail in end zone and interior zone Cap-Factored withdrawal capacity of individual nail according to NDS 11.2-3 20 WoodWorks@ Shearwalls Bathroom.wsw Aug. 16,2017 13:53:05 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear[lbs] biaphragm Force Fpx[Ibs] [Ibs] [sq.ft] E-W N-S E-W N-S 1 29741 1760.0 3791 3791 3033 3033 All 29741 - 3791 3791 - - Legend: Building mass-Sum of a//generated and input building masses on level=wx in ASCE 7 equation 12.8-12. Storey shear-Total unlactored(strength-level)shear force induced at level x, =Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx-Unfactored force intended for diaphragm design from Eqn 12.10-1;used by Shearwalls only for drag strut forces,see 12.10.2.1 Exception 2. Redundancy Factor p(rho): E-W 1.00, N-S 1.00 Input by user(overriding calculated value). Vertical Earthquake Load Ev Ev=0.2 Sds D;Sds=0.25;Ev=0.051 D unfactored;0,036 D factored;total dead load factor:0.6-0.036=0.564 tension,1.0+0.036=1.036 compression. 21 WoodWorks@ Shearwalls Bathroom.wsw Aug. 16,2017 13:53:05 SHEAR RESULTS(flexible seismic design) N-S W For HIW-Cub ASD Shear Force 1plfl Allowable Shear[plfl Crit. Shearlines Gp Dir Int Ext V[lbs) vmax v Int Ext Co C Total V[I bs] Resp. Line I Level 1 Lnl, Levl I Both 1.0 1.0 755 34.3 34.3 125 280 1.00 X 280 6160 0.12 Line 2 Ln2, Levl 2 Both 1.0 1.0 1899 90.4 90.4 258 258 1.00 A 515 10819 0.18 E-W W For HIW-Cub ASD Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V[lbs] vmax v Int Ext Co C Total V[I bs] Resp, Tine A Level 1 InA, Levl I Both 1.0 1.0 1328 153.1 153.1 125 280 1.00 X 280 10640 0.55 Line B InB, Levl 1 Both 1.0 1.0 1326 58.7 58.7 125 280 1.00 X 280 10500 0.21 Legend. Unless otherwise noted,the value in the table for a shearline is the one for wall on the line with the critical design response. WGp- Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir—Direction of seismic force along shearline, HAI/--Cub—Height-to-width factor from SDPWS table 4.3.4 notes 1,3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V-ASD factored shear force.For shearline:total shearline force.For wall:force taken by total of all segments on wall. vmax-Base shear=ASD factored shear force per unit full height sheathing,divided by perforation factor Co as per SDPWS eqn.4.3-8=VIFHSICO. v-Design shear force=ASD factored shear force per unit full height sheathing.For wall,it is the largest force on any segment. Int-Unit shear capacity of interior sheathing,Ext-Unit shear capacity of exterior sheathing, Includes Cub and height-to-width factors. Co-Perforation factor from SDPWS Table 4.3.3.5. C-Sheathing combination rule,A=Add capacities,S=Strongest side only,X=Strongest side or twice weakest. Total-Combined int.and ext unit shear capacity inc.perforation factor. V—For wall.-combined shear capacity.For shearline:sum of all wall capacities on line. Crit Resp—Critical response=vlTotal=design shear force/unit shear capacity for critical segment on wall or shearline. "W"indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 22 'v WoodWorks® Shearwalls Bathroom.wsw Aug. 16,2017 13:53:05 i HOLD-DOWN DESIGN(flexible seismic design) I Level 1 Tensile ASD Line- Location[ft] Holddown Force[lbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down lbs Resp. Line 1 = i 1--1 L End 0.00 0.12 389 389 HD9 8810 0.04 _ 1-1 R End 0.00 21.88 389 389 HD9 8810 0.04 Line 2 2-1 L End 41.50 0.12. 732 732 HD9 8810 0.08 2-1 R End 41.50 20.88 732 732 HD9 8810 0.08 Line A A-1 R Op 3 37.62 0.00 1262 1262 HD9 8810 0.14 A-1 L Op 4 45.88 0.00 1262 1262 HD9 8810 0.14 A-1 R Op 4 52.13 0.00 35 35 HD9 8810 0.00 A-1 L Op 5 57.88 0.00 35 35 HD9 8810 0.00 Line t3 B-1 R Op 1 7.13 22.00 367 367 HD9 8810 0.04 = B-1 L Op 2 19.38 22.00 367 367 HD9 8810 0.04 B-1 R Op 2 22.13 22.00 479 479 HD9 8810 0.05 B-1 L Op 3 34.88 22.00 479 479 H39 8810 0.05 Legend: Line-Wall: At wail or opening-Shearline and wall number At vertical element-Shearline 3 Posit'n- Position of stud that hold-down is attached to: V,Eleni- Vertical element:column or strengthened studs required where not at wall end or opening L or R End-At left or right wall end L or R Op n- At left or right side of opening n Location-Co-ordinates in Plan View Hold-down Forces: Shear-Seismic shear overturning component,factored forASD by a7,includes perforation factor Co. Dead-Dead load resisting component,factored for ASD by 0.60 Ev-Vertical seismic load effect from ASCE 7 12.4.2.2=-0.2Sds x ASD seismic factor x unfactored D=0.059 x factored D.Refer to Seismic Information table for more details. Cmb'd-Sum of ASD-factored overturning,dead and vertical seismic forces.May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down-Device used from hold-down database 4 3 Cap-Allowable ASD tension load Crit.Resp.-Critical Response=Combined ASD force/Allowable ASD tension load 9 Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 =0.6D+0.7(Eh-Ev). =` Refer to Shear Results table for perforation factors Co. 3 Shearwalls does not check for either plan or vertical structural irregularities. ) ( [ E d d 23 E f Woodworks® Shearwalls Bathroom.wsw Aug. 16,2017 13:53:05 [ DRAG STRUT FORCES(flexible seismic design) Level 1 Drag Strut Line- Position on Wall Location[ft] Force[lbs] Wall or Opening X Y ---> <--- Line 2 2-1 Right Wall End 41.50 21.00 86 86 Line A A-1 Right Opening 3 37.50 0.00 622 622 [ A-I Left Opening 4 46.00 0.00 538 538 A--1 Right Opening 4 52.00 0.00 438 438 A-1 Left Opening 5 58.00 0.00 364 364 Line B B-1 Right Opening 1 7.00 2.2.00 116 116 B-1 Left Opening 2 19.50 22.00 239 239 B-1 Right Opening 2 22.00 22.00 197 197 B-1 Left Opening 3 35.00 2.2.00 745 745 Legend: Line-Wall-Sheartine and wall number "s Position...-Side of opening or wall end that drag strut is attached to r Location-Co-ordinates in Plan View Drag strut Force-Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force,includes perforation factor Co ->Due to shearline force in the west-to-east or south-to-north direction = <-Due to shearline force in the east-to-west or north-to-south direction I f i t i S S 7 E 5 i l d i f j# 3 3 i FFf i P s 6 i E I s e a i 24 3 i Woodworks® Shearwalls Bathrootn.wsw Aug. 16, 2017 13:53:05 DEFLECTION(flexible seismic design) Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Deft Vn en Defl Defl Defl plf ft ft s .in in in lbs in in in in Level 1 Line 1 1 1-1 Both Ext 49.0 22.00 8.00 16.5 .000 .011 25 .000 .000 0.11 0.12 Both Int 0.0 .000 0 .000 .000 Line 2 2 2-1 Both Both 129.2 21.00 8.00 16.5 .001 .015 32 .000 .001 0.12 0.13 Line A 1 A-1,1 Both Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 00C A-1,2 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,4 Both Ext 218.7 8.50 8.00 16.5 .005 .050 109 .005 .033 0.30 0.38 Both Int 0.0 .000 0 .000 .000 A-1,5 Both Ext 5.9 6.00 8.00 16.5 .000 .001 3 .000 .000 0.38 0.39 Both Int 0.0 .000 0 .000 .000 A-1,6 Both Ext 0.0 5.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,7 Both Ext 0.0 4.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 Line B 1 B-1,1 Both Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 B-1,2 Both Ext 64.2 12.50 8.00 16.5 .001 .015 32 .000 .001 0.19 0.21 Both Int 0.0 .000 0 .000 .000 B-1,3 Both Ext 83.9 13.00 8.00 16.5 .001 .019 42 .000 .002 0.18 0.21 Both Int 0.0 .000 0 .000 .000 B-1,4 Both Ext 0.0 7.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 1 0.0 .000 1 0 .000 .000 Legend: Wall,segment-Wall and segment between openings,e.g. B-3,2=second segment on Wall 3 on Shearline B W Gp-Wall design group,refer to Sheathing and Framing Materials Dir-Force direction Srf-Wall surface,interior or exterior for perimeter walls, 1 or 2 for interior partitions I v-Unfactored(strength-level)shear force per unit foot on wall segment=ASD force/0.70 € b-Width of wall segment between openings h-Wall height Dell -Horizontal shearwall deflection due to given term: Bending=8vhA3/EAb;A-Cross sectional area of segment end stud(s);E-stud mod.of elasticity in Framing Materials table Shear=vh/Gt;Gt -Shear stiffness from SDPWS C4.3.3.2,value is in Sheathing Materials table Nail slip=0.75 h x an;an-From SDPWS Table C4.2.2D; Vn-Unfactored shear force per nail along panel edge Hold- Hold-down= da x h/b;refer to Hold-down Displacement table for components of da Total dell= Deflection from bending+shear+nail slip+hold-down,as per SDPWS C4.3.2-1 WARNING-Fastener slip based on lumber with specific gravity not less than 0.5,however specific gravity for at least some walls is less than 0.5. Refer to the Framing Materials table. WARNING-On shearline(s)A the program was unable to equalize deflections on the shearwall segments.Change design setting to capacity- based rigidity,or turn off the distribution to segments based on rigidity, f i 25 i ........... WoodWorks@ Shearwalls Bathroom.wsw Aug. 16,201713:53:05 HOLD-DOWN DISPLACEMENT(flexible seismic design) Wall, Hold- Uplift Elong I Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl lbs In in in lbs in in in in in Level 1 Line I 1-1 Both HD9 556 .008 .000 0.009 0.248 0.04 0.30 0.11 Line 2 2-1 Both HD9 1046 .016 .000 0,016 0.248 0.04 0.30 0.12 Line A A-1,1 Both HD9 1 .000 .000 0.000 0.000 0.00 0.00 0.00 A-1,2 Both HD9 1 .000 .000 0.000 0.000 0.00 0.00 0.00 A-1,3 Both HD9 1 .000 .000 0.000 0.000 0.00 0.00 0.00 A-1,4 Both HD9 1803 .028 .000 0.028 0,248 0.04 0.32 0.30 A-1,5 Both HD9 50 .001 .000 0.001 0.248 0.04 0.29 0.38 A--1,6 Both HD9 1 .000 .000 0.000 0.000 0.00 0.00 0.00 A-1,7 Both HD9 1 .000 .000 0.000 0.000 0.00 0.00 0.00 Line B B-1,1 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 B-1,2 Both HD9 524 .008 .000 0.008 - - 0.248 0.04 0.30 0.19 B-1.,3 Both HD9 684 .010 .000 0,011 - - 0.248 0.04 0.30 0.18 B-1r4 Both HD9 0 .000 .000 0.000 0.000 0.00 0.00 0.00 Legend: Wall,segment-Wall and segment between openings,e.g. B-3,2=second segment on Wall 3 on Shearfine B Dir-Force direction Uplift force(P)-Strength-level accumulated hold-down tension force from overturning,dead and wind uplift da-Vertical displacements due to the following components: ElonglDisp-Elongation when slippage calculated separately;displacement when combined elongation/slippage used Manuf-Using manufacturer's value for anchor bolt length,or no bolt contribution for connector-only elongation. Unless marked with (ASD uplift force/ASD hold-down capacity)x max strength-level elongation or displacement Maximum strength-level elongation or displacement is used.May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add-Due to longer anchor bolt length than manufacturer's value,or entire bolt length for connector-only elongation= PL (Ab x Es Ab-bolt cross-sectional area; Es=steel modulus=29000000 psi, L=Lb-Lh; Lb=Total bolt length shown in Storey Information table; Lh=Manufacturer's anchor bolt length forgiven displacement/elongation from hold-down database. Slippage-Due to vertical slippage of hold-down fasteners attached to stud(s)when not combined with elongation Pf=Unfactored uplift force P/number of fasteners Bolts: = Pf/(270,000 D^1.5) (NDS 10.3.6);D=bolt diameter Nails: =an,fromSDPWS Table C4.2.21) using Pf for Vn and values for Wood Structural Panel Shrink- Wood shrinkage= 0.002 x(19%fabrication-10% in-service moisture contents)x Ls Ls=Perp-to-grain length between fasteners subject to shrinkage,shown in Storey Information table Crash+Extra-0.04"wood crushing at compression end of wall segment plus extra displacement due to mis-cuts,gaps,etc. Total da= ElonglDisp+Slippage+Shrink+Crush+Extra Hold Deft-Horizontal deflection= h1b x da (4th term in the deflection equation SDPWS C4.3.2-1) h=wall height;b=segment length between openings;h,b values in Deflection table 26 i 8 t ----......_. ---.__._...-- -..............---- Woodworks® Shearwalis Bathroorrt.wsw Aug. 16, 2017 13:53:05 STORY DRIFT(flexible seismic design) Wall Actual Story Drift(in) Allowable Story Drift Level Dir height Max Line Max Center C of M C of M hsx Delta a Ratio ft dxe dx of Mass dxe dx ft in Max C of M 1 8.00 8.00 2.40 N->S 0.13 2 0.27 90.03 0.13 0.26 0.11 0.11 S->N 0.13 2 0.27 90.03 0.13' 0.26 0.11 0.11 g E->W 0.39 A 0.77 10.99 0.30 0.59 0.32 0.25 f W->El 0.39 A 0.77 10.99 0.30 0.591 0.32 0.25 ASCE 7 Eqn-12.8-15:dx=dxe x Cd/le Deflection amplification factor Cd from Table 12.2-1 =2.0(E-W),2.0(N-S) Importance factor le=1.00 Legend: Max dxe-Largest deflection for any shearline on level in this direction;refer to Deflections table Line-Shearline with largest deflection hsx-Story height in ASCE Table 12.12-1=Height of walls plus joist depth between this level and the one above. Max dx-Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15 C of M dxe-Deflection at the center of mass of this level;from interpolating deflections at adjacent shearlines. C of M dx-Amplified deflection at center of mass using Eqn 12.8-15.Does not include differences between top and bottom diaphragm deflection. Delta a=Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio- Proportion of allowable storey drift experienced,on this level in this direction. z t r ( i 5 l } 3 7 3 4 i P 3 a s 2 a a t ) 3 i 27 € WoodWorks Shearwalls Bathroom.wsw Aug. 16, 2017 13:53:05 Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear[lbs] Diaphragm Force Fpx[lbs] [lbs] [sq.ft] E-W N-S E-W N-S 29741 1760.0 3791 3791 3033 3033 All 29741 - 3791 3791 - - Legend. Building mass—Sum of all generated and input building masses on level=wx in ASCE 7 equation 12.8-12. Storey shear—Total untactored(strength-level)shear force induced at level x,=Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx-Untactored force intended for diaphragm design from Eqn 12.10-1;used by Shearwalls only for drag strut forces,see 12.10.2.1 Exception 2. Redundancy Factor p(rho): E-W 1.00, N-S 1.00 Input by user(overriding calculated value). Vertical Earthquake Load Ev Ev=0,2 Sds D;Sds=0.25;Ev=0.051 D unfactored;0.036 D factored;total dead load factor:0.6-0.036=0,564 tension, 1.0+0.036=1,036 compression. 28 o, t i WoodWorks® Shearwalls Bathroom.wsw Aug. 16,2017 13:5305 3 l 4 SHEAR RESULTS(rigid seismic design) N-S W For HM-Cub ASD Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V[lbs] vmax v Int Ext Co C Total V[lbs] Resp. Line 1 Level 1 Lnl, Levl 1 Both 1.0 1.0 399 18.1 18.1 125 280 1.00 X 280 6160 0.06 Line 2 i Ln2, Levl 2 Both 1.0 1.0 2710 12.9.1 129.1 258 258 1.00 A 515 10819 0.25 E-W W For HIW-Cub ASD Shear Force[plf] Allowable Shear[plf] Crit. [ Shearlines Gp Dir Int Ext V lbs vmax v int Ext Co C Total V lbs] Resp. Line A Level 1 P LnA, Levl 1 Both 1.0 1.0 998 117.2 117.2 125 280 1.00 X 280 10640 0.42 i Line B ' s LnB, Levl 1 Both 1.0 1.0 1693 72.7 72.7 125 280 1.00 X 280 10500 0.26 z Legend; Unless otherwise noted,the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp- Wall design group defined in Sheathing and Framing Materials tables,where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir—Direction of seismic force along shearline. HAW--Cub—Height-to-width factor from SDPWS table 4.3.4 notes 9,3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. f V-ASD factored shear force.For shearline:total shearline force.For wall:force taken by total of all segments on wall. vmax-Base shear=ASB factored shear force per unit full height sheathing,divided by perforation factor Co as per SDPWS eqn.4.3-8=V/FNS/Co. v-Design shear force=ASD factored shear force per unit full height sheathing.For wall,it is the largest force on any segment. i Int-Unit shear capacity of interior sheathing;Ext-Unit shear capacity of exterior sheathing.includes Cub and height-to-width factors. Co-Perforation factor from SDPWS Table 4.3.3.5. C-Sheathing combination rule,A=Add capacities, S=Strongest side only,X=Strongest side or twice weakest. Total-Combined int.and ext.unit shear capacity inc.perforation factor. V—For wall.combined shear capacity.For shearline:sum of all wall capacities on line. Crit Resp—Critical response=vlTotal=design shear force/unit shear capacity for critical segment on wall or shearline. W indicates that the wind design criterion was critical in selecting wall 3 Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. s ] 3 4 `7 e I I i 9 Y S It 1 J l } 3 29 i [E S 4 t WoodWorks® Shearwalls Bathroom wsw Aug. 16, 2017 13 53 05� { HOLD-DOWN DESIGN(rigid seismic design) Level 1 Tensile ASD Line- Location[ft] Holddown Force[lbs] Cap Crit ' Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 0.12 2.06 206 HD9 8810 0.02 1 1-1. R End 0.00 21.88 206 206 HD9 8810 0.02 Line 2 = 2-1 L End 41.50 0.12 1045 1045 F1D9 8810 0.1.2 I 2-1 R End 41.50 20.88 1045 1045 HD9 8810 0.12 € Line A = A-1 R Op 3 37.62 0.00 966 966 HD9 881.0 0.11 A-1 L Op 4 45.88 0.00 966 966 HD9 8810 0.11 Line B a B-1 R Op 1 7.13 22.00 489 489 HD9 8810 0.06 B-1. L Op 2 19.38 22.00 489 489 11D9 8810 0.06 B-1 R Op 2 22.13 22.00 593 593 IiD9 8810 0.07 -B-1 L Op 3 34.88 22.00 593 593 HD9 8810 0.07 Legend: Line-Wal 1 At wall or opening-Shearfine and wall number At vertical element-Shearline Posit'n- Position of stud that hold-down is attached to: V Elem- Vertical element:column or strengthened studs required where not at wall end or opening L or R End-At left or right wall end L or R Op n- At left or right side of opening n Location-Co-ordinates in Plan View Hold-down Forces: Shear-Seismic shear overturning component,factored for ASD by 0.7,includes perforation factor Co. Dead-Dead load resisting component,factored for ASD by 0.60 Ev-Vertical seismic load effect from ASCE 712.4.2.2=-0.2Sds x ASD seismic factor x unfactored D=0.059 x factored D.Refer to Seismic } Information table for more details. Cmb d-Sum of ASD-factored overturning,dead and vertical seismic forces.May also include the uplift force t for perforated walls from SDPWS s i 4.3.6.2.1 when openings are staggered. Hold-down-Device used from hold-down database Cap-Allowable ASD tension load Crit.Resp.-Critical Response=Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 =0.6D+0.7(Eh-Ev). Refer to Shear Results table for perforation factors Co. s Shearwalls does not check for either plan or vertical structural irregularities. ) x 's 7 f k 4 T 1 i 3 y� E k 43 5 A 30 �oodWorks® Shearwalls Bathroom.wsw Aug. 16, 201713:53:05 DRAG STRUT FORCES(rigid seismic design) Level I Drag Strut Line- Position on Wall Location[ft] Force[lbs] Wall or Opening X y ---> <--- Line 2 2-1 Right Wall End 41.50 21.00 123 123 Line A A-1 Right Opening 3 37.50 0.00 468 468 A-I Left Opening 4 46.00 0.00 422 422 Line B B-1 Right Opening 1 7.00 22.00 148 148 13-1 Left Opening 2 19.50 22.00 335 335 B-1 Right Opening 2 22.00 22.00 283 283 13-1 Left Opening 3 35.00 22.00 952 952 Legend: Line-Well-Shearfine and wall number Position.—Side of opening or wall and that drag strut is attached to Location-Co-ordinates in Plan View Drag strut Force-Axial force in transfer elements at openings and gaps in wells along shearfine. Based on ASD factored shearfine force,includes perforation factor Co -Due to shearfine force in the west-to-east or south-to-north direction -Due to shearline force in the east-to-west or north-to-south direction 31 WoodWorks® Shearwalls Bathroom.wsw Aug. 16, 2017 13:53:05 DEFLECTION(rigid seismic design) Wall, W Bending Shear Nall slip Hold Total segment Gp Dir 5rf v b h A Defl Defl Vn en Defl Defl Defl plf ft ft sq.m in in lbs in in in in Level 1 Line 1 1 i Both Ext 25.9 22.00 8.00 16.5 .000 .006 13 .000 .000 0.11 0.11 Both Int 0.0 .000 0 .000 .000 Line 2 2 2-1 Both Both 184.4 21.00 8.00 16.5 .002 .021 46 .000 .002 0.12 0.14 Line A 1 A-1,1 Both Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,2 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,4 Both Ext 167.5 8.50 8.00 16.5 .003 .038 84 .002 .015 0.29 0.35 Both Int 0.0 .000 0 .000 .000 A-1,5 Both Ext 0.0 6.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,6 Both Ext 0.0 5.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,7 Both Ext 0.0 4.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 Line B 1 B-1,1 Both Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 B-1,2 Both Ext 85.5 12.50 8.00 16.5 .001 .020 43 .000 .002 0.19 0.21 Both Int 0.0 .000 0 .000 .000 B-1,3 Both Ext 103.8 13.00 8.00 16.5 .001 .024 52 .001 .003 0.18 0.21 Both Int 0.0 .000 0 .000 .000 B-1,4 Both Ext 0.0 7.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 1 0.0 1 1 .000 0 .000 .000 1 ¢ Legend: ►E Wall,segment-Wall and segment between openings,e.g. B-3,2=second segment on Wall on Shearline B W Gp-Wall design group,refer to Sheathing and Framing Materials Dir-Force direction Srf-Wall surface,interior or exterior for perimeter walls, 1 or 2 for interior partitions v-Unfactored(strength-level)shear force per unit foot on wall segment=ASD forca/0.70 b-Width of wall segment between openings h-Wall height Dell -Horizontal shearwall deflection due to given term: Bending=8vh^3/EAb,A-Cross sectional area of segment end stud(s);E-stud mod.of elasticity in Framing Materials table Shear=vh/Gt;Gt -Shear stiffness from SDPWS C4.3.3.2,value is in Sheathing Materials table Nail slip=0.75 h x en;an-From SDPWS Table C4.2.2D, Vn-Unfactored shear force per nail along panel edge Hold- Hold-down= da x h/b;refer to Hold-down Displacement table for components of da Total deft= Deflection from bending+shear+nail slip+hold-down,as per SDPWS C4.3.2-1 WARNING-Fastener slip based on lumber with specific gravity not less than 0.5,however specific gravity for at least some walls is less than 0.5. Refer to the Framing Materials table. WARNING-On shearline(s)A,8 the program was unable to equalize deflections on the shearwall segments.Change design setting to capacity- based rigidity,or turn off the distribution to segments based on rigidity. F 32 f Woodworks® Shearwalls Bathroommsw Aug. 16,201713:53:05 ---- ----.---- -...-- -- -- -..._._ HOLD-DOWN DISPLACEMENT(rigid seismic design) Wall, Hold- Uplift Elong 1 Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl lbs in in in lbs in in in in in Level 1 Line 1 1-1 Both HD9 294 .004 .000 0.005 - - 0.248 0.04 0.29 0.11 €i€ Line 2 1 2-1 Both HD9 1493 .023 .000 0.023 - - 0.248 0.04 0.31 0.12 Line A l A-1,1 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,2 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 k A-1,3 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,4 Both HD9 1380 .021 .000 0.021 0.248 0.04 0.31 0.29 A-1,5 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,6 Both I1D9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,7 Both 11D9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line B w B-1,1 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 s B-1,2 Both HD9 698 .011. .000 0.011 - - 0.248 0.04 0.30 0.19 B-1,3 Both HD9 847 .013 .000 0.013 - - 0.248 0.04 0.30 0.18 13-1,4 Both HD9 1 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Legend: 3 Wall,segment--Wall and segment between openings,e.g. B-3,2=second segment on Wall on Shearline B Dir-Force direction Uplift force(P)-Strength-level accumulated hold-down tension force from overturning,dead and wind uplift da-Vertical displacements due to the following components: Elong/Disp-Elongation when slippage calculated separately;displacement when combined elongation/slippage used Manuf-Using manufacturer's value for anchor bolt length,or no bolt contribution for connector-only elongation. Unless marked with*_(ASD uplift force/ASD hold-down capacity)x max strength-level elongation or displacement *-Maximum strength-level elongation or displacement is used.May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add-Due to longer anchor bolt length than manufacturer's value,or entire bolt length for connector-only elongation= PL/(Ab x Es); Ab-bolt cross-sectional area; Es=steel modulus=29000000 psi; f L=Lb-Lh, Lb=Total bolt length shown in Storey Information table; Lh=Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage-Due to vertical slippage of hold-down fasteners attached to stud(s)when not combined with elongation Pf=Unfactored uplift force P 1 number of fasteners £ Bolts: = Pf/(270,000 D^1.5) (NDS 10.3.6);D=bolt diameter Nails: =en,fromSDPWS Table C4.2.21) using Pf for Vn and values for Wood Structural Panel Shrink- Wood shrinkage= 0.002 x(19%fabrication-10% in-service moisture contents)x Ls Ls=Perp.-to-grain length between fasteners subject to shrinkage,shown in Storey Information table Crush+Extra-0.04"wood crushing at compression end of wall segment plus extra displacement due to mis cuts,gaps,etc. Total da= Elong/Disp+Slippage+Shrink+Crush+Extra Hold Dell-Horizontal deflection= h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h=wall height,b=segment length between openings,h,b values in Deflection table ) ) I ) 5, 3 r 'e 1 J 3i D I z 33 S L .......... . WoodWorks® Shearwalls Bathroom.wsw Aug 16,2017 13:53:05 F STORY DRIFT(rigid seismic design) Wall Actual Story Drift(in) Allowable Story Drift Level Dir height Max kine Max Center C of M C of M hsx Delta a Ratio ft dxe dx of Mass dxe dx ft in Max C of M E 1 8.00 8.00 2.40 N->S 0.14 2 0.29 40.03 0.14 0.29 0.12 0.12 S->N 0.14 2 0.29 40.03 0.14 0.29 0.12. 0.12 E->W 0.35 A 0.69 10.99 0.28 0.56 0.29 0.23 W->E 0.35 A 0.69 10.99 0.28 0.561 0.29 0.23 ASCE 7 Eqn.12.8-15:dx=dxe x Cd/le Deflection amplification factor Cd from Table 12.2-1 =2.0(E-W),2.0(N-S) Importance factor le=1.00 Y Legend: Max dxe-Largest deflection for any shearline on level in this direction;refer to Deflections table g Line-Shearline with largest deflection hsx-Story height in ASCE Table 12.12-1=Height of walls plus joist depth between this level and the one above. Max dx-Largest amplified defection on level in this direction using ASCE 7 Eq'n 12.8-15 c C of M dxe-Deflection at the center of mass of this level;from interpolating deflections at adjacent shearlines. C of M dx-Amplified deflection at center of mass using Eq'n 12.8-15. Delta a=Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio- Proportion of allowable storey drift experienced,on this level in this direction. a 4 3 s` ) a S 3 ( I I i R 6 3 RxE tl k(C C C i t k 5 y 34 f Engineering Memo Aquatic Design, D.P.C. August 18, 2017 David Hatin Building Code Enforcement Town of Queensbury, New York Mr. Hatin- Our company, Aquatic Engineering D.P.C., are working with the Phinney Design Group in Saratoga Springs. Thank you for considering our client's application to redevelop the Lake George RV park. Please accept our answers to some of the questions you gave to them. While there are two mechanical rooms on this project, there is only one chemical room. We anticipate storing 200 gallons of liquid chlorine in the chemical room. It will be ventilated to change 20 times an hour. We feel this rate of ventilation is more than sufficient for that amount of chemicals. The room faces the exterior and there are many possible ways to configure the ventilation system. The exact number of cfm required will depend on the room height, which the owner can measure exactly, but based on a 102" high room, a minimum 600 cfm fan would be recommended. Thank you, Michael Weinbaum, PE New York License 095287 Aquatic Engineering D.P.C. pF NEtNy NpSEPF/L4,6, cc f r, 08/18/2017 2��OA 095287 90FESSIONP� 0 Page 1 ® ENGINEERING PLLC structural solutions September 12, 2017 Town of Queensbury—Building Department 742 Bay Road Queensbury, New York 12804 Attention: David Hatin Regarding: Lake George RV Park—Pool Projects Structural Calculations Dear Mr. Hatin: This letter is to follow up on our phone conversation regarding the structural calculations provided for the Lake George RV Park Bathroom and Pavilion buildings. As noted during our conversation,the calculations noted "IBC 2012" under the Design Code on Sheet 1 of the Woodworks printout is a limitation of the Woodworks software that has no effect on the design of the structure. The design of the buildings was based on the wind and seismic requirements of ASCE 7-10 (listed under Wind Standard and Seismic Standard on the same sheet), which is the applicable design standard for the IBC 2015 and the current NYS Building Code. Please let me know if you have any further questions regarding this. Sincerely, �F NE�,Y t � Scott Burlingame, PE r co �n n i I ut W c 2N�4�o 0851r v 9�FES S1��A Scott Burlingame, P.E. 900 Rt. 146,Clifton Park, NY 12065 1 T: 518-724-0733 scoff@sbengineeringpllc.com FIRE MARSHAL'S OFFICE Tozcm of Queensbunj 742 Bay Road, Queensbury, NY 12804 "Honte of Natural Beauty ... A Good Place to Live " PLAN REVIEW LG RV Park Route 149 CC-000486-2017 8/14/2017 3520sf Mech. Bldg /Bathrooms The following comments are based on review of drawings: • Verify fire extinguisher location • CO detection required • Verify operation of exit/ Emergency lighting. • Lock/ latches shall comply with Chapter 10 of 2015 IBC. • Verify paths of egress • Verify storage of chlorine. Provide quantities and proposed signage • Truss ID required at all ingress and egress points (Al.1) • Provide for rough in inspection of fireplace and chimney system Michael J Palmer Fire Marshal 742 Bay Road Queensbury NY 12804 firemarshal@queensbury.net Fire Marshal 's Office - Phone: 518-761-8206 - Fax: 518-745-4437 firemarshal fteensbunt net - www.queensbunl.net Drainage Structure Table - STORMWATER Structure ID Frame Diameter Invert IN Invert IN Invert OUT Outlet Pipe(HDPE) _ /, r CULVERT, TYPE !=� �O i _ - i - - ' �43/ _ - ( J� DI-1 RIM:451.50 12" 450.00 - 450.00 6'-1 1.1'@ 1.0% �~// O _ 1 I -- , n STAND f ~� L20 _. _. - 449.89 6'-2 0.3'C@ 1.0% A / ■LANDSCAPE ARCHITECTURE B ENGINEERING i PLANN8K3 PC I DI-2 RIM:451.57 12° 449.89 / � � ® ,. / � \� � I _48-5 � � �I i r. DI-3 RIM:451,60 12' 449.69 - 449.69 6"-20.7'@ 1.0% RIF 'AT \ _ _- o.�_ "I ww_ -.. ;, - - -- designs#Wt build DI-4 RIM:451.61 18' 449.48 449.48 449.32 8'-17.5'@ 1.0% DI-5 RIM:451.58 12" 449.14 - 449.14 8"-2 V @ 1.0% POOL BACKWASH WEST '� ` - -, I PAVED ACCESS 58 Church Street, Suite 200 DI-6 RIM:451.59 12" 448.93 - 448.93 8'-22.9'@ 1.0% / i DRY WELLS. LL I DRIVE Saratoga Springs, NY 12$66 DI-7 RIM:451.59 12" 448.70 - 448.70 8'- 16.3'@ 1.0% (2) - 8' DIA. DRY WELLS TES _ I Phone: 518.584.8661 DI-s RIM:451.60 18" 448.54 449.21 447.84 10'-z 1.4'@ 1.0% --,IN GRAVEL BED ' \ `CB - 1 - - - - ,,� Fax: 518.584.8651 a4s.v /� 4' DIA. www.clasite.com DI-9 RIM:451.59 12" 448.96 - 448.31 6'- 13.7'@ 1.0% '� � j � FLOOR � 3 � PROPANE TANKS DI-10 RIM:451.55 12' 449.09 - 449.09 6'-13.3'@ 1.0% {1 ( DRAIN DI-1 1 RIM:451.42 12" 449.87 - 449.87 6'-13.6'@ 1.0% DI-12 RIM:451.38 12" 449.73 - 449.73 6"-15.5'@ 1.0% ELECTRICAL SERVICE = 22 \ \ � LEC. DI-13 RIM:451.33 12' 449.58 - 449.58 6"-15.6'@ 1.0% l TO MECHANICAL BUILDING #1 MECHANI OOM 6'- �/ ��. DI-14 RIM:451.35 IS' 449.42 - 448.21 8'-20'@ 1.0% 1 G__ f \ LAKE GEO GE OL" 448.38 / w #1 FFE=451.45�' - - DI-15 RIM:451.35 12" 448.01 - 448.01 8'-15.6'@ 1.0% / d 9 \ _. __- _ 1 \ \ t #2 F =441.45 CLEANOUT DI-16 RIM:451.32 12' 447.85 - 447.85 8' 18.81 @ 1.0% � DI-17 RIM:451.35 18, 447.47 447.66 447.30 12'-13.8'@ 1.0% !! J � P - '% 1 DI-18 RIM.451.40 18' 447.63 - 447.63 10"-15.6'@ 4 EWER @ 1%1.0% I MIN. SLOPE CLEANOUT � { y DI-19 RIM:451.39 18' 447.16 - 447.05 12"-7.4'@ 1.0% DI-20 RIM:451.20 12' 448.78 449.18 448.61 8' 14.5'@ 1.0% O 5?� f 8 OUTLET { �� DI-21 RIM:451.23 12' 449.64 449.64 6' 12.8'@ 1.0% \ ` \ f DISTRIBUTION BOX // \ 50 GAL. PRkCAST I n ELEC. DI-22 RIM:451.14 12° 448.47 449.51 448.47 8'-8.1'@ 1.0% j�CE \ �" ( �t • DI-23 RIM:451.22 12" 448.90 - 448.90 6'-1 1.9'@ 1.0% CO RETE'SEP- rIC I Q DI-24 RIM:451.11 18' 447.43 449.58 447.26 8'-26.8'C@1.0% � ` / j' \ \ \\ TA"K - I / y STAND PIPE DI-25 RIM:451.06 12" 449.20 - 449.20 6'-10.8'@ 1.0% PSP 4' DIA. DI-26 RIM:451.55 12' - - 449.48 6'-28.4'@ 1.0% FLOOR DI-27 RIM:451.37 12' - - 448.50 6'-17.7'@ 1.0% DRAIN ` DI-28 RIM:451.08 12' - - 449.58 6"-17'@ 1.0% DRYWELL S \ \ \ U DI-29 RIM:451.65 12' - - 449.39 6"-7.2'@ 1% - \ \ \ ABSO PTION FIE'..." J / 1 - E TANKS ` �y / � � \ Inc \� � DI-30 RIM:451.65 12" 449.32 - 449.32 6"-11.01 @ 1% `AZ\, r ��/� � A \ FIVE TRENCH TRENCH,E DI-31 RIM:451.23 12' _ = 449.71 6' 6.9'@ 1% POURED CONCRETE � ��g�� , I 'rs \\ \ \�\ \ SPACED 6' O.C. /_ DI-32 RIM:451.46 12' 449.96 6'-8.7'@ 1% RETAINING WALL �\ / � \ �/ ► \ �' �O \ \ 5'5' LONG / / ✓ DS- 1 RIM:451.10 24" 446.99 446.98 445.48 18"TO TRENCH �DS-2 RIM:451.04 24' 445.43 448.32 445.43 18'TO TRENCH ELEC \ / • STAND PIPE f 1 DS-3 RIM:450,88 24' 445.40 - 445.40 18"TO TRENCH f f /��i�`\ MECHANICAL/PAVILION I DS-4 RIM:450.88 24' 445.31 448.39 445.31 12'-3T @ 9.7•,6 -� // � _ - II BUILDING #1 DS-5 RIM:450.99 18' 449.41 449.08 10"TO TRENCH 0 DS-6 RIM:450.99 18" 449.00 - 449.00 6'-9.9'@ 1.0% \ #2 FFE=441.80 I 1 0% PANSIO MH- 1 RIM:446.50 48' 441.74 - 437.75 12'-46.8'@ 8.2% _ �44� #1 FFE=451,8', A CB- I RIM:436.65 48' 433.90 - 433.65 1 5"-59.2'@ 1.G/ / � X \ \\\\ O CB-2 RIM:436.50 48" 433.06 - 433.06 1 5'-154.5'@ 1.3% L \ 438 \l _ + WET PLAY RIM:452.50 - - - 449.25 6'PVC- 13.0'@ 7.6% w e 1 ,,_ / �- �3$ i STRUCTURE �� SURGE TANK i �. 1 \\ , I ` LIGHTING ..- f -' MAIN POOL RIM:452.20 - - - 447.66 6"PVC- 10.3'@ 2.2% 4 1 ' X 7 COLLECTOR TANK - ENTRANCE 1 '•-`�� •• \ LL� STAND PIPE SPA RIM:45 2.5 5 - - - 499.78 2.5'PVC-6.2'@ 2.0% \ r s STAIRWELL ORMWATER _ COLLECTOR '' FOO ; ,� \ X X ULVER P. TANK �X 43 \ SEGMENTAL BLOCK - iL ----' 438- - RETAINING WALL -DI-2 C/1- x CTV\ o WET.PLAY STRUCT E © PAVED ACCESS • 1 DRIVE PERIMETER-ELEVATION=45 5 i I � 43 -F 9--ST*fiD-P PE WOOD PERENNIAL BE -I- x 1 - BOLLA DS (5) DI-1 2 CIL DI-1 i t DRAINAGE DI-11 DI-13 DI-; STRUCTURE, TYP. � / \M ' x , I-28 , STORMWATER TREATMENT AREA 1 32 ° - _ (4) - $'DIAMETER DRY tt/ELLS'FN RAVEL BED_ DI-1 6 ' DI-1 0 i _ y SHADE STRUCTURE ° STORMWAT fl ULVERT OUTFALL ! r DI-7 UMBRELLA D ---' I ,. ANCHOR (13), TYP. / O 4 J R YDRA (Ss, TYP. a _ I - DI-30��- - a�„ - i V N 0 ,.. FF=451.76 1-17 A 4- ❑ \ ZERO ENTRY POOL - DI-29 LAST ('!� 0 PIPE' El1>�C.I PERIMETER DECK DI W - B U 1 LD I N G � \ � -� .�_ I -J O U a-.+ ELEVATION 451.64 f 3" HDPE WAT - LIN FROM EXISTING POOL Et€S. __ __ ., Q;�7- O IIr _ C..'".. 1„ r AT ']„ nr, , x SEE ADJACENT !V'1t�fiiPORT - --E-�E T L. --1 ! _�1 C� i AD ST UC U PULL BOX, TYP. -- BUILDING. HI r r� vIrATER LINE TO DI-10 MECHANICAL 11 G #2 AND 2 HDPE � • � � � _ WATER LINE T_' ME ANICAL BUILDING #1. FOR POOL, SPA AND WET �D PIPE • ELEC. �� T N QUE,ENGALJRY 1 FRENCH = ��25 PLAY STRUCTURE AREA .-EL DING&CODES �C ' DRAIN - --- - f / STAND PIPE e M STAID PIPE SPA AREA{ 1 J � COPING 451.7.2 I i�C7< ' MECH.�. ROOM IMPROVEMENTS LEGEND �' FR NC = �I OW i _ _ 't �� BEL PIPE El NEW BUILDING POOL, WET PLAY NEW PLANTING CONCRETE I i DI 27 I-26 N STRUCTURE& SPA AREAS SIDEWALK / POOL DECK CS-2 � " I , LBC�� PEDESTRIAN 1 COLLECTOR TANK J ( / POOL SAFETY FENCE DRY WELLS I i �. 1 �• ` � ' LOCATIONS LIGHT 6 jj POOL ERIMFT a L-8 TO L-22 I`� I t DI-23 DRAIN y_ w.. / FRENCH EDES RIAN D1- -2 DRAIN R T LIGHTING, TYP.! I _ - _ TRENCH DRAIN „ � AREA DRAIN & w0136� Q4 'IPE .L rF F P. DS-3 _) �R A O�:' I CULVERTS O G) FLAG POLES SHADE SYSTEM OF `E D / G OR S-4 i FEN ENCLOS RE /FE /� o DI 21 • • � ' ✓ 'J / CUSIBL MP /- _ UNDERGROUND I S BUILT ` r 1 ;''' .ti _.__ :.'•: _ _ 47 / '' / �' f • WATER LINE HANDICAP ACCESSIBLE AELECTRIC LINE RAMP BOULDER DEac ° -446 �f p ° -POURED . QE l�� ---442 ° ° ' 4'RETAINiNG Date: 06-28-2018 + 4 ND FENCE,--' STA3' � 4 ° -(;AS- - PROPANE LINE Drawn B y: SEM �f - --� - ,ll �E 0`ELECI \ STOiTMWATER H 1 ° -- i Checked By: PAL \ � ; ► i � / AS BUILT SURVEY NOTES � �-�... CULVERT, TYP=.\ I ----_- 443% / o 0 I I ----- I I C. a �\ O I 1 482_5" ` 1 1 STAND PIPE - 1 . AS-BUILT SURVEY PROVIDED BY CLA SITE LANDSCAPE ARCHITECTURE, ENGINEERING AND ° `so Proj. No.: 006-735 SEE ADJACENT VIEWPORT FOR PLANNING, P.C. SURVEY COMPLETED JUNE 16 & 23, 2018. ASPHALT PATH' �' SEPTIC SYSTEM AS-BUILT AND 2. UNDERGROUND SERVICE LINES ARE APPROXIMATE AS SHOWN. n Sheet No.. 1 of 1 LOCATION WEST --� \ 3. CONCRETE CONTROL AND EXPANSION JOINTS ARE APPROXIMATE AS SHOWN. 2Q 0 1 Q 20 4Q OF DRYWELL IS ` ` STORMWATER TREATMENT I APROXIMATE AS - - AREA 4. PLANTING IS APPROXIMATE AS SHOWN AND MEETS OR EXCEEDS QUANTITIES AS- BUILT SHOWN CB _ 1 ^ , - - - - n - SHOWN ON APPROVED PROJECT PLANS.