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CC-000487-2017 TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201 Community Development-Building& Codes (518)761-8256 CEID"...TIFICATE OF OCCUPANCY Permit Number: CC-000487-2017 Date Issued: Friday, June 29, 2018 This is to certify that work requested to be done as shown by Permit Number CC-000487-2017 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 1536 s.f. Storage/Pavilion 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&Code 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-000487-2017 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 Tvne of Construction Owner Name: LAKE GEORGE RV PARK INC Factory-Industrial-New $200,000.00 Owner Address: 74 State Route 149 Total Value $200,000.00 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 1536 s.f. Storage/Pavilion Bldg. $463.68 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 eensbu edny er 13,2017 SIGNED BY: for the Town of Queensbury. Director of Building&Code Enforcement Office Use Only i �-. 1�- Permit#: mac, -�{� Lo PRINCIPLE STRUCTURE PERMIT APPLICATION Permit Fee: *Rec Fee: $ f�' 742 Bay Road,Queensbury, NY 12804 P: 518-761-8256 vwvv. ueensbury.net Invoice #: Project Location: 7� STAVE lq 2 Tax Map ID #: d. �j �. �� —9. Subdivision Name: 'TOWN BD. RESOLUTION 86-2013: $850 recreation fee for new dwelling units: single family,duplexes/two-family, multiple family, apartments, condominiums, townhouses, and/or manufactured & modular homes, but not mobile homes. This Is In addition to the permit fee(s). CONTACT INFORMATION: • Applicant: Name(s): L41X9_ 6Ec�t2i�E lZV PARK, IAJL Mailing Address, C/S/Z: 7ti 5T'AT-L R cgw-r6 Il!9 Cell Phone: ( Land Line: _( * ,518 ) -7 a — 377$ v. D6 E m a i 1: DAyg (& LAKE G Eotw 15 ITV P,,geX . Grp td • Primary Owner(s): \ Name(s): (L 86 XlPPUGAArr Mailing Address, C/S/Z: Cell Phone: ( ) Land Line: � ) Email: • Contractor(s): Business Name: F. 14. AL..EXA)JA-fZ. Taz-- Contact Name(s): T'oM SO4b0L Mailing Address, C/S/Z: J!S t45t4GILS fZoAD t3AI.,L.Sr0,Q LAKE N°f Iao19 Cell Phone: ( 5_1 g ) " ?(oand Line: ( L'16 ) L77— C�(a77 Email: Teri S @. ER A L-E XANbEP, GOt'-1 • Architect(s)/Engineer(s): Business Name: F 41hiwg -f DE4I6tj L(p Contact Name(s): jow Qrl.IA.,j E4,oV S Mailing Address, C/S/Z: Ik�ati;aNb AVE SAgATo ! ,A �Pgj4eaS . Nei Iz86-(0 Cell Phone: Land Line: ( Sig ) rj gj7- 7t'�10 x. cZtD Email: j({A'�1.1t.S @ t�uLI.IUG�DE'SIC�t.( Gott Contact Person for Building & Code Compliance: A Cell Phone: ( Land Line: ( .5l 9a SOT— 712o . a Email: SH/JyNz�s 9 PgINie'l D�SIG,J. Gvt� Town of Queensbury Building&Code Enforcement Principle Structure application Revised February 2017 PROJECT INFORMATION: TYPE: Commercial id I WORK CLASS: _Single-Family _Two-Family iulti-Family(#of } _Townhouse V"_Bu`iness Office Retail Hotel/Motel _IndustrialNVarehouse Garage(#ofcars Other(describe ) STRUCTURE SQUARE FOOTAGE: GARAGE SUARE FOOTAGE: BAI&nWr I(P5 11T floor: 7(o$ 11T floor: 2nd floor: 2nd floor: 3`d floor: Tot square feet: 4`h floor: Total square feet: ADDITIONAL PROJECT INFORMATION: 1. Estimated Cost of Construction: $ oO X0(90 2. Proposed use of the building: d SMALL ASSW&M COU14Mjr LOAD <50) 3. If Commercial or Industrial, indicate the name of the business: LAKE 66014E F-V FAW 4. Source of Heat (circle one): Gas Oilropane 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 Explain: 6. Are there any easements on the property? YES 7. SITE INFORMATION: a. What is the dimensions or acreage of the parcel? 113 . 78 A4fo b. Is this a corner lot? YES �V� c. Will the grade be changed as a result of the construc ' NO d. What is the water source? PUBLIC RIVATE WELL e. Is the parcel on SEWER or a RIVATE SEPTI ystem? DECLARATION: 1 . 1 acknowledge that no construction shall commence prior to issuance of a valid b u i I ding permit and work will be completed within a 12 month period. 2. If the work is not completed by the 1 year expiration date the permit may be renewed, subject to fees and department approval. 3. I certify that the application, plans and supporting materials are a true and complete statement and/or description of the work proposed, that all work will be performed in accordance with the NYS Building Codes, local building laws and ordinances, and in conformance with local zoning regulations. 4. 1 acknowledge that prior to occupying the facilities proposed I, or my agents, will obtain a certificate of occupancy. 5. 1 also understand that I/we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. I have read and agree to the above: PRINT NAME: b�►�D J k� � SIGNATURE: DATE: Town of Queensbury Building&Code Enforcement Principle Structure Application Revised February 2017 NATURAL LIGHT, VENTILATION & EMERGENCY EGRESS CALCULATION SHEET Project Location: -? If TY !yy Primary Owner(s): LAKE PAt K INC- 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 Fvu to/J 7 61.q 3t - 3 30.7 i:Q2- Il Town of Queensbury Building&Code Enforcement Principal Structure Application Revised February 2017 WINDOW SCHEDULE CALCULATION SHEET Project Location: -M .STATE Primary Owner(s): GCo"E ('A 2K I htG. Habitable Rooms Window #/letter on plan Manufacturer Name Model/Type Awiw(A E S�1R.►CJ Unit/Block # Cell Size Rough Opening (� Width Rough Opening k Height V—•�( Sq. Ft. Vent Sq. Ft. Egress/Clear a Q Opening 1 Clear Opening- width in inches NA Clear Opening- height in inches dA Special Hardware or instructions , U-value NA Town of Queensbury Building&Code Enforcement Principal Structure Application Revised February 2017 FUEL BURNING APPLIANCE & office use only CHIMNEY APPLICATION Permit#: 4w— Permit Fee: $ hm,n of(`wunshur.v 742 Bay Road, Queensbury, NY 12804 Invoice:#: P: 518-761-8256 www.queensbUry.net Project Location: 7q I -0(4 rE lgftax Map ID #: 288• !• Room of Install: )al P4yj(-(aA1 (2� ,M Planned Install Date: Q2-0d ;L21 0! **ONE APPLICATION PER APPLIANCE** CONTACT INFORMATION: • Applicant: Name(s): L-AK-0 Qr D- lat i'Z✓ �.ot21C luL_ Mailing Address, C/S/Z: -7q '�FA->C (Zoc.r i'r- Cell Phone: ( Land Line: ( .!�LJI "8 ) 77,. — 377 L>4. Email: 1QAVG (- L-AK,E G6i264L KV PARS - C oM • Primary Owner(s): Name(s): (,SE- A PPWr,-,on rt Mailing Address, C/S/Z: Cell Phone: _( ) Land Line: _( ) Email: • Installer/Builder: Business Name: A1Z i ki . Contact Name(s): T'oh'( Sk�jnj5:K Mailing Address, C/S/Z: 3( ?j (,(S BIZ K(9ADI bALLST(D}4 LAKL- ['1019 Cell Phone: _( Land Line: _( 7 Email: l ON1S Lord Contact Person for Building R Code Compliance: -TON/a j-9Au Cell Phone: ( ) Land Line: _( s(2j) 507-712-0 Z Email: T14A__`(N cS (9 P41 N W E4f DcS IGS N . GoN( Fuel Burning Appliance & Chimney Application Revised March 2017 t FUEL BURNING APPLIANCE INFORMATION: TYPE OF DEVICE: ZFireplace Stove Fireplace Insert Fuel Fired Equipment (Garage Only, 18" clearance per IMC 304.3) Fireplace, factory built** **Manufacturer's name: 14cAT oto Model #: Fc��.TiZf.SS SOURCE OF HEAT: _Wood _Coal _ Pellet V Gas CHIMNEY INFORMATION: _ Masonry: block brick stone Flue: tie _steel _size, in inches _Material*: Y"diouble-wall _triple-wall_insulated (*Manufacturer's name: HEAKT14 if HdMG Model #: DVf ) 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: 6 J t SIGNATURE: DATE: t l Fuel Burning Appliance &Chimney Application Revised March 2017 SEPTIC DISPOSAL PERMIT APPLICATION Office Use Only 742 Bay Road,Queensbury,NY 12804 I-o,,n ofQuancbun' Permit#: P:518-761-8256 www.queensbury.net Tax Map ID#: 288.12-1-9.1 Permit Fee:$ ;Invoice#: P Project Location: Lake George RV Park 74 State Route 149 Septic Variance? Yes No Primary Owner(s) David King Mailing Address 74 State Route 149 Lake George, New York 12845 Phone& Email 518-792-3775 dave@lakegeorgervpark.com Installer/Builder Same as above Mailing Address Phone& Email Engineer CLA SITE Landscape Architecture, Engineering&Planning P.C. Mailing Address 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 Garbage Grinder Yes No 1980 or older Installed? (circle one) 1981-1991 Spa or Hot Tub Ye K fo 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'-Ift.) 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. 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. 'Septic system reviewed and approved by the New York State Department of Health, Glens Falls Office. Contact:Kristine Wheeler,PE 518-793-3893 Harold Berger, PE 8/3/17 PRINT NAME: DATE: / SIGNATURE: DATE: 8/3/17 Town of Queensbury Building&Code Enforcement Revised February 2017 INSPECTION WORKSHEET (BINS-004661-2018) Town of Queensbury - Building and Codes - Fire Marshal 742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal Case Number:CC-000487-2017Case 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 Rain Cap InstalledYES Plumbing Vent Through Roof/Roof completeYES Ext Finish /Grade Complete/6 in 10ft or EquivalentYES Int/Ext Guardrails 42 inch Platform DecksYES-Complete handrails at west side of building exterior stairs or barricade with solid barrier. Stair rail 34 in – 38 in Step Risers 7 Treads 11YES-Complete handrails at west side of building exterior stairs or barricade with solid barrier. 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 Relief Valve ,Heat Trap/Water Temp 110 deg or lessYES Propane Tank: Proper Setback from Prop Line/StructYES Ceiling Fire Stopping, 3,000 sq. ft. Wood FrameYES 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 (7) INSPECTION WORKSHEET (BINS-004661-2018) 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 -Complete handrails at west side of building exterior stairs or barricade with solid barrier. -Install asphalt paving on northwest entry ramp. -Complete all fire marshal's items. -Submit Final Approvals from engineer and architect. -Complete all site items and submit engineer's final site certification. -Submit Final Survey *FINAL INSPECTION 9:00 AM TUESDAY 6/28/18 Final Inspection Approved - Temporary CO -Complete all site items OK to Issue C/ONO6/25/18 Final Inspection Not Approved -Complete handrails at west side of building exterior stairs or barricade with solid barrier. -Install asphalt paving on northwest entry ramp. -Complete all fire marshal's items. -Submit Final Approvals from engineer and architect. -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 -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 (8) INSPECTION WORKSHEET (BINS-004442-2018) Town of Queensbury - Building and Codes - Fire Marshal 742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal Case Number:CC-000487-2017Case 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 Rain Cap InstalledYES Plumbing Vent Through Roof/Roof completeYES Ext Finish /Grade Complete/6 in 10ft or EquivalentYES Int/Ext Guardrails 42 inch Platform DecksNO-Complete handrails at west side of building exterior stairs or barricade with solid barrier. Stair rail 34 in – 38 in Step Risers 7 Treads 11NO-Complete handrails at west side of building exterior stairs or barricade with solid barrier. 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 Relief Valve ,Heat Trap/Water Temp 110 deg or lessYES Propane Tank: Proper Setback from Prop Line/StructYES Ceiling Fire Stopping, 3,000 sq. ft. Wood FrameYES 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 (4) INSPECTION WORKSHEET (BINS-004442-2018) 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 -Complete handrails at west side of building exterior stairs or barricade with solid barrier. -Install asphalt paving on northwest entry ramp. -Complete all fire marshal's items. -Submit Final Approvals from engineer and architect. -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 -Complete handrails at west side of building exterior stairs or barricade with solid barrier. -Install asphalt paving on northwest entry ramp. -Complete all fire marshal's items. -Submit Final Approvals from engineer and architect. -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 (5) r ENGINEERING PLLC - opOP 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, of: NE�r Q Scott Burlingame, PE r CO �n n LU I W 2 2�4A 085186 ti 9OFES S10NP Scott Burlingame, P.E. 900 Rt. 146,Clifton Park, NY 12065 1 T: 518-724-0733 scott@sbengineeringpllc.com 4. ENGINEERING PLLC ur s '� tUral solutions Structurcod CcActAxHichis for Pavilion / hWedh an*Ecco.ill BudWhig Lake George RV Park - Pooh P 'ect Oj 74 NY RT 1499 Lake George, NY 0NE �- Prepared By: CO Scott Burlingame, P.E. I t w ir LU April 3, 2017 085186 Scoff Burlingame,P.E. 1 900 Rt.146,Clifton Pork,W 12065 T:518-724-0733 scoll@sbengineeringplic.com i i JOBNAME Pavilion/Mechanical Building NUINEERING PLLC SHEET# — 1 of 2 structural 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"o.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 Typical Floor Live Load: First Floor Public Space = 100 psf Mechanical Floor Slab 100 psl Scott Burlingame,P.E. 900 Rt.146,Clifton Pork,NY 12065 i T:518-724-0733 ( scotl@sbengineeringpllc.com pfp t 1 ENGINEERING PLLC JOB NAME Pavilion/Mechanical Building -.1 structural solutions SHEET# 2 OF CALL. BY Scott Burlingame, P.E. DATE 4/3/17 - — I Bldg. Area: Entire Roof Ground Snow Load: 50 psf (At elevations up to 1000 feet) @ Project Site Elevation: 375 ft # Adj. Ground Snow (p j: 50 psf Building Occupancy Terrain Category Q I-Agricultural QA.Large City Centers * II-General *B.General Urban/Suburban Q III-Assembly 0 C.Open Terrain Q IV-Critical Services 2 Q D.Open Shoreline 2 Roof Exposure Thermal Factor Q Fully Exposed Structures Not Noted Below *Partially Exposed *Poorly Heated/Well Insulated Sheltered Unheated Structures 2 2 Importance Factor(I,): 1.0 Thermal Factor(Cl): 1.1 Exposure Factor(Ce): 1.0 Snow Density(g): 20.5 psf Flat Roof Snow Load(pf): 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. t f. r Scott Burlingame,P.E. 1900 Rt.146,Clifton Park,NY 12065 I T:518-724-0733 scon@sbonginearingpllc.com f. i E l U i� E E R I N G PLiC JOB NAME Pavilion/ Mechanical Building ENGSHUT# 1 OF 2 ; l-t,cturraI solutions CALC. BY Scott Burlingame, P.E. DATE 4/3/17 P Note- 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/SS>1.0,S,>0.4. 4. To determine SS&S,,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 @) I/II-General/Agricultural 0 Site Class B 0 III-Assembly 0 Site Class C 0 IV-critical Services Q Site Class D 0 Site Class E 0 Site Class F Fo= 1.60 F„= 2.40 SMs_ 0.382 SM, = 0.197 1 Sps= 0.255 Sp, = 0.131 SD Cat B SD Cert B Seismic Design C ategar-Y 8 i Scott Burlingame,P.E. 1900 Rl.146,Clifton Pork,NY 12065 I T:518.724-0733 I scott@sbengineedngpllc.com I IVJOB NAME Pavilion/Mechanical Building 1 EWNEERMG PLLC SHEET# 1 OF , op structural s o l u t i , CALc.BY Scott Burlingame, P.E. DATE 4/3/l/ Data: Building Occupancy Seismic Direction Q I-Agricultural * "X"Direction Q II-General O "Y"Direction Q III-Assembly O IV-Critical Services Require Input by User SDS= 0.255 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: ( s T=Ta = 0.137 Approximate Fundamental Period (seconds) CSmi" - 0.011 Minimum Seismic Response Coefficient CS = 0.085 Seismic Response Coefficient C... = 0.319 Maximum Seismic Response Coefficient Csgo,,_ = 0.085 Governing Seismic Response Coefficient Total Seismic Weight: WS = 34.94 (Force in Kips) Seismic Base Shear: VS = 2.97 (Force in Kips) Calculate Vertical Distribution of Seismic Forces: Distribution Coefficient(k) = 1.00 Level I Ws. (k) hX Wsh.' Cvx Fx (k) Mx (k-ft) Roof 34.94 13.00 454.27 1.000 2.97 0.00 Ground 0.00 0.00 0.00 0.000 0.00 38.61 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 Sum 34.944 454.27 1.000 2.97 38.61 808 Main Street I Buffalo,NY 14202-1501 i Phone:716.856.1894 1 FAX:716.852.2621 l siracuseSE@siracusengineers.com z E F t Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN i WoodWorksO Shearwalls 10.31 i Pavilion.wsw Aug.16,201714:05:25 i Project Information l t l DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 . Load Combinations Building Code Capacity Modification For Design(ASD) For Deflection(Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1.00 1.00 0.60 Wind 1.00 Wind 1 Service Conditions and Load Duration Max Shearwall Offset[ft] Duration Temperature Moisture Content Plan Elevation { Factor Range Fabrication Service (within story) (between stories) 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 S Ignore non-wood-panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads Never Never Drag struts Applied loads Shearwall Relative Rigidity. Deflection-based stiffness of wall segments Design Shearwall Force/Length: Based on wall rigidity/length SITE INFORMATION Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 115mph Risk Category Category II - All others Exposure Exposure B Structure Type Regular Enclosure Partly 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 z 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 e i Case 2 E-W loads N-S loads Response Factor R 2.00 2.00 Eccentricity(%) 15 15 Fa:1.60 Fv:2.40 Loaded at 75% ) l i t 3 2 I f 9 { z 2 1 i l Woodworks® Shearwalls Pavilion.wsw Aug. 16, 2097 14:05:25 i Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt l Elev ft Depth[in] Height[ft] shrinkage[in] length[in] Ceiling 10.83 0.0 Level 2.83 10.0 8.00 13.8 14.5 i Foundation 2.00 i BLOCK and ROOF INFORMATION Block Root Panels Dimensions[ft] Face Type Slope Overhang[ft Block 1 Story E-W Ridge Location X,Y= 0.00 0.00 North Side 30.0 1.0.0 Extent X,Y= 52.00 24.00 South Side 30.0 1.00 x Ridge Y Location,Offset 12.00 0.00 East Gable 90.0 1.00 Ridge Elevation,Height 17.76 6.93 1 West Gable 90.0 1.00 a f t Y f E f f 1 S i f 3 3 i 6 I 6 I F G a e 5 5 f 3 y t S i 4 e I F, V, 3 F F a C t Woodworks® Shearwalls Pavilion.wsw Aug. 16, 2017 14:05.25 SHEATHING MATERIALS by WALL GROUP 7 Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Sk Notes in in Ibslin in in s 1 Ext Structural 32!16 15132 - 3 Horz 35000 8d Nail N 6 10 Y 1 Int Gyp WB 1- f 1/2 - - Horz 40000 5d Nail N 7 7 Y i 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 Thick—Nominal panel thickness f 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 ibin.of depth from SDPWS Tables C4.2.2A-8 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 nail, Roof—roofing nail;Screw— drywall screw Size-Common,box,and casing nails:refer to SDPWS Table Al(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 1-7/8';8d=.113'x 2-318';618d=6d base ply,8d face ply for 2-ply GWB. Drywall screws:No. 6, 1-114"long. 518" gypsum sheathing can also use 6d cooler or GWB nail t z 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 3 Notes: - 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. i FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wail Grp in in in si^6 1 S-P-F Stud 1.50 5.50 16 1 0.42 1.20 Exterior Segmented Legend: a Wall Grp—Wall Design Group ) b—Stud breadth(thickness) a 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. Notes: Check manufacture requirements for stud size,grade and specific gravity(G)for all shearwall hold-downs. t 3 s i t i 3 a i i C 1 3 7 ji s' Woodworks® Shearwalls Pavifton.wsw Aug. 16,201714:05:25 F 3 SHEARLINE,WALL and OPENING DIMENSIONS North-south Type Wall Location Extent]ft] Length FHS[fit] Height Shearlines Group X[ft Start End [ft] Wind Seismic IN Line 1 E Level Line 1 Seg 1 0.00 0.00 24.00 24.00 24.00 24.00 8.00 Wall 1-1 Seg 1 0.00 0.00 24.00 24.00 24.00 24.00 - Line 2 Level 1 Line 2 Seg 1 52.00 0.00 24.00 24.00 24.00 24.00 8.00 s, Wall 2-1 Seg 1 52.00 0.00 24.00 24.00 24.00 24.00 - East-west Type Wall Location Extent[ft] Length FHS jft] Height Shearlines Group Y[ft] Start End [fit Wind Seismic jft] Line A Lovell Line A Seg 1 0.00 0.00 52.00 52.00 43.50 43.50 8.00 Wall A-1 Seg 1 0.00 0.00 52.00 52.00 43.50 43.50 - Opening 1 - - 6.00 9.00 3.00 -- - 6.75 Opening 2 - - 25.00 27.50 2.50 - - 6.75 Opening 3 - - 43.00 46.00 3.00 - - 6.75 Line B Lovell Line B Seg 1 24.00 0.00 52.00 52.00 37.50 3-1.50 8.00 Wall B-1 Seg 1 24.00 0.00 52.00 52.00 37.50 37.50 - Opening 1 - - 5.50 9.00 3.50 - - 6.75 3 Opening 2 - - 16.00 20.00 4.00 - - 6.75 i Opening 3 - - 32.00 36.00 4.00 - - 6.75 Opening 4 - - 43.50 46.50 3.00 -- - 6.75 I Legend. Type-Seg=segmented,Prf=perforated,NSW=non-shearwall 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 ] s s i ] s x 3 S r 3 F 's 4 °s 6 WoedWorks@ ShearwallS Pavilion.wsw Aug. 16,2017 14:05:25 S E 7 Loads F WIND SHEAR LOADS(as entered or generated) Level t Magnitude Trib G Block F Element Load Wnd Surf Prof Location[ft] [lbs,plf,psf] Ht Case Dir Dir Start End Start End ft Block 1 W Wall Min W->E Wind Line 0.00 24.00 24.0 a Block 1 W L Gable 1 W->E Wind Line 0.00 12.00 0.0 78.1 Block 1 W L Gable Min W->E Wind Line 0.00 12.00 0.0 41.6 Block 1 W Wall 1 W->E Wind Line 0.00 24.00 45.0 Block W R Gable 1 W->E Wind Line 12.00 24.00 78.1 0.0 Block 1 W R Gable Min W->E Wind Line 12.00 24.00 41.6 0.0 Block 1 E L Gable 1 W->E Lee Line 0.00 12.00 0.0 28.4 Block l E L Gable Min W->E Lee Line 0.00 12.00 0.0 41.6 Block 1 E Wall Min W->E Lee Line 0.00 24.00 24.0 Block 1 E Wall 1 W->E Lee Line 0.00 24.00 16.4 R Block 1 E R Gable Min W->E Lee Line 12.00 24.00 41.6 0.0 Block 1 E R Gable 1 W->E Lee Line 12.00 24.00 2.8.4 0.0 Block 1 W L Gable 1 E->W Lee Line 0.00 12.00 0.0 28.4 Block 1 W L Gable Min E->W Lee Line 0.00 12.00 0.0 41.6 Block 1 W Wall Min E->W Lee Line 0.00 24.00 24.0 Block 1 W Wall 1 E->W Lee Line 0.00 24.00 16.4 Block 1 W R Gable 1 E->W Lee Line 12.00 24.00 28.4 0.0 Block 1 W R Gable Min E->W Lee Line 12.00 24.00 41.6 0.0 Block 1 E Wall 1 E->W Wind Line 0.00 24.00 45.0 Block 1 E L Gable 1 E->W Wind Line 0.00 12.00 0.0 78.1 Block 1 E Wall Min E->W Wind Line 0.00 24.00 24.0 I Block 1 E L Gable Min E->W Wind Line 0.00 12.00 0.0 41.6 Block 1 E R Gable Min E->W Wind Line 12.00 24.00 41.6 0.0 s Block 1 E R Gable 1 E->W Wind Line 12.00 24.00 78.1 0.0 Block 1 S Roof Min S->N Wind Line -1.00 53.00 22.5 Block 1 S Roof 1 S->N Wind Line -1.00 53.00 21.1 Block 1. S Wall 1 S->N Wind Line 0.00 52.00 45.0 Block 1 S Wall Min S->N Wind Line 0.00 52.00 24.0 t Block 1 N Roof 1 S->N Lee Line -1.00 53.00 63.3 Block 1. N Roof Min S->N Lee Line -1.00 53.00 22.5 3 Block 1 N Wall 1 S->N Lee Line 0.00 52.00 28.1 Y Block 1 N Wall Min S->N Lee Line 0.00 52.00 24.0 Block 1. S Roof 1 N->S Lee Line -1.00 53.00 63.3 Block 1 S Roof Min N->S Lee Line -1.00 53.00 22.5 Block 1 S Wall 1 N->S Lee Line 0.00 52.00 28.1 3 Block 1 S Wall Min N->S Lee Line 0.00 52.00 29.0 Block 1 N Roof 1 N->S Wind Line -1.00 53.00 21.1 Block 1 N Roof Min N->S Wind Line -1.00 53.00 22.5 Block 1 N Wall 1 N->S Wind Line 0.00 52.00 95.0 Block 1 N Wall Min N->S Wind Line 0.00 52.00 24.0 Legend. Block-Block used in load generation 5 Aecum. =loads from one block combined with another Manual=user-entered toads(so no block) F-Building face(north,south,east or west) Element-Building surface on which loads generated or entered Load Case-One of the following: ASCE 7 All Heights:Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise:Reference corner and Case A or B from Fig 28.4-1 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 Hf-Tributary height of area loads only e Notes: All loads entered by the user or generated by program are specified(unfactored)Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. s 3 S t 5 i Woodworks® Shearwalls Pavilion.wsw Aug. 16, 2017 14:05:25 P E WIND C&C LOADS Block Building Wind Level Magnitude[psq Face Direction Interior End Zone i Block 1 West Windward 1 33.3 39.3 Block 1 East Leeward 1 33.3 39.3 t Block 1 West Leeward 1 33.3 39.3 Block 1 East Windward 1 33.3 39.3 Block 7. South Windward 1 33.3 39.3 Block 1 North Leeward 1 33.3 39.3 4 Block 1 South Leeward 1 33.3 39.3 Block 1 North Windward 1 33.3 39.3 r i 9 4 3 i i z 3 2 i E F t E L G E E N W F r: t 3 P 3 B 3 E i y� T i 1 s a a { S I 4 5:25 Woodworks® Shearwalls Pavilion.wsw Aug. 16,2017 14:0 BUILDING MASSES Level? Magnitude Trib { Force Building Block Wall Profile Location[ft] [ibs,plf,psf] Width Dir Element Line Start End Start End [ft] s E-W Roof Block 1 1 Line -1.00 25.00 210.0 270.0 E-W Roof Block 1 2 Line -1.00 25.00 270.0 270.0 i E-W R Gable Block 1 1 Line 0.00 12.00 69.3 0.0 E-W L Gable Block 1 1 Line 12.00 24.00 0.0 69.3 E-W L Gable Block 1 2 Line 0.00 12.00 69.3 0.0 E-W R Gable Block 1 2 Line 1.2..00 24.00 0.0 69.3 N-S Roof Block 1 A Line -1.00 53.00 130.0 130.0 N-S Roof Block 1 B Line --1.00 53.00 130.0 130.0 i Both Wall 1-1 n/a 1 Line 0.00 24.00 40.0 40.0 Both Wall 2-1 n/a 2 Line 0.00 24.00 40.0 40.0 Both Wall A-1 n/a A Line 0.00 52.00 40.0 40.0 Both Wall B-1 n/a B Line 0.00 52.00 40.0 90.0 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 waft line Trib Width.-Tributary width;for user applied area loads only i i 1 i 1 1 1 i 8 3 E 3 T i 's d t 3 Y 3 3 5 7 i i a a x i 5 5 4 F 7 s i WoodWorks@ Shearwalls Pavifion.wsw Aug. 16,201714:05:25 SEISMIC LOADS Level 1 Force Profile Location[ft] Mag jIbs,pIfpsq Dir Start End Start End E-W Line -1.00 0.00 68.8 68.8 E-W Point 0.00 0.00 265 265 E-W Line 0.00 12.00 79.0 96.7 E-W Line 12.00 24.00 96.7 "79.0 E-W Point 24.00 24.00 265 265 E-W Line 24.00 25.00 68.8 68.8 N-S Line -1.00 0.00 33.1 33.1 N-S Point 0.00 0.00 228 228 N-S Line 0.00 52.00 43.3 43.3 N-S Point 52.00 52.00 228 228 N-S Line 52.00 53.00 33.1 33.1 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)loads,The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. i , Woodworks@ Shearwalls Pavilion.wsw Aug. 16 2017 14:05:25 k R it is i Design Summary I l SHEARWALL DESIGN i 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 g All shearwalls have sufficient design capacity. Components and Cladding Wind Loads,Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads,Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads,Rigid Diaphragm { All shearwalls have sufficient design capacity. z HOLDDOWN DESIGN i Wind Loads,Flexible Diaphragm All hold-downs have sufficient design capacity. 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 All hold-downs have sufficient design capacity. h s A 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 7 (SDPWS Table C4.2.21)). a 3 i i i a t Y s 1 i i i i f 9 .......... WoodWorks@ Shearwalls Pavllionmsw Aug. 16, 2017 14:05:25 ............ Flexible Diaphragm Wind Design ASCE 7 Directional(All Heights)Loads SHEAR RESULTS N-S W For HIW-Cub ASD Shear Force[plfl Allowable Shear[plfl Crit. Shearlines Gp Dir Int Ext V[lbs] vmax v Int Ext Co C Total V[I bs) Resp. Line 1 Level 1 Lr,l, Lev1 1. Both 1.0 1.0 2508 104.5 104.5 125 361 1.00 A 486 11655 0.22 Line 2 Ln2, Levl 1 Both 1.0 1.0 2508 104.5 104.5 125 361 1.00 A 486 11655 0.22 E-W W For H[W-Cub ASD Shear Force[plf] Allowable Shear jplf] Crit. Shearlines G Dir Int Ext V[lbs] vmax v Int Ext Co C Total V[lbs] Resp. Line A Level I LnA, Levl 1 Both 1.0 1 .0 626 30.6 30.6 125 361 1.00 A 486 21125 0.06 Line B LnB, Levl 1 Both 1.0 1.0 826 68.7 68.7 125 361 1.00 A 486 18211 0.14 1 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. "I,"means that this wall is critical for all walls in the Standard Wall group. For Dir-Direction of wind force along shearline. HA,V-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=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. 9 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=vlThtal=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. 3. 10 f { 3 WoodWorks® Shearwalls Paviiion.wsw Aug, 16,2017 14:05:25 HOLD-DOWN DESIGN(flexible 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 1-1 L End 0.00 0.3.2. 1 1214 1214 HD9 8810 0.14 1-1 R End 0.00 23.88 1 .1214 12.14 HD9 88.10 0.14 Line 2 2-1 L End 52.00 0.12 1 12.14 3.214 HD5 4055 0.30 2-1 R End 52.00 23.88 1 1214 1214 HD5 4055 0.30 Line A A-1 R Op 1 9.13 0.00 1 249 299 HD9 8810 0.03 A-1 L, Op 2 24.88 0.00 1 249 249 HD9 8810 0.03 y A-1 R Op 2 27.63 0.00 1 176 176 HD9 88.10 0.02 A-1 L Op 3 42.88 0.00 1 176 176 HD9 8810 0.02 Line B B-1 R Op 2 20.13 24.00 1 561 561 HD9 8810 0.06 B-1 L Op 3 31.88 24.00 1 561 561 HD9 8810 0.06 Legend: i 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 s 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 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 f 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 ASO tension load F ( Notes: Refer to Shear Results table for perforation factors Co. 4 6 3 3 z a 5 s i 3 3 i 11 3 I t i WoodWorks® Shearwalls Pavifion.wsw Aug. 16, 201714:05:25 I i DRAG STRUT FORCES(flexible wind design) Level 1 Drag Strut i Line- Position on Wall Location[ft] Load Force[lbs] Wall or Opening X Y Case > <--- Line A 's A-1 Right Opening 1 9.00 0.00 1 143 193 A-1 Left Opening 2 25.00 0.00 1 93 93 A-1 Right. Opening 2 27.50 0.00 1 54 54 A-1 Left Opening 3 43.00 0.00 1 143 143 Line B B-1 Right Opening 2 20.00 24.00 1 318 318 B-1 Left Opening 3 32.00 24.00 1 317 317 I Legend: Line-Wall-Shearfine and wall number Position...-Side of opening or wall end that drag strut is attached to Location-Co-ordinates in Plan View e ) Load Case-Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner;Case A or B 3 Drag strut Force-Axial force in transfer elements at openings and gaps in walls along sheartine. Based on ASD factored sheartine force,includes perforation factor Co. ->Due to sheartine force in the west-to-east or south-to-north direction <-Due to sheartine force in the east-to-west or north-to-south direction [ i Y f R e n u F k yry I e i i s i E s S 2 a i 2 3 5 s tl d 12 I i WoodWorks® Shearwalls Pavilion.wsw Aug. 16, 2017 14:05:25 DEFLECTION(flexible wind design) Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Defl Vn en DefI Defl DOI plf ft ft sq.m in In lbs in in in in Level 1 Line 1 1 1-1 Both Ext 174.2 24.00 8.00 16.5 .002 .040 87 .003 .016 0.10 0.16 Both Int 0.0 .000 0 .000 .000 Line 2 1 2-1 Both Ext: 174.2 24.00 8.00 16.5 .002 .040 87 .003 .016 0.12 0.18 Both Int 0.0 .000 0 .000 .000 k Line A 1 A-1.,1. Both Ext 0.0 6.00 8.Q0 16.5 ,.000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,2 Both Ext: 51.1 16.00 8.00 16.5 .001 .012 26 .000 .000 0.15 0.16 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 36.0 15.50 8.00 16.5 .000 .008 18 .000 .000 0.15 0.16 Both Int 0.0 .000 0 .000 .000 A-1,4 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 Line B 1. B-1,1 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 B-1,2 Both Ext 0.0 7.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 B-1,3 Both Ext 114.5 12.00 8.00 16.5 .002 .026 57 .001 .005 0.20 0.23 I 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 0 .000 .000 B-1,5 Both Ext 0.0 5.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 1 .000 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 Defl -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 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 C4.3.2-1 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. 2 13 i l C _ Woodworks® $hearwalls Pavilion.wsw Aug. 16, 2017 14:05:25 F HOLD-DOWN DISPLACEMENT(flexible 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 Defl lbs in in in lbs in in in in in Level £ Line 1 1-1 Both HD9 2024 .026 .000 0.02.7 - - 0.248 0.04 0.31 0.10 Line 2 2-1 Both HD5 2024 .075 .001 0.076 - - 0.248 0.04 0.36 0.12 Line A A-1,1 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 s A-1,2 Both HD9 415 .005 .000 0.006 - - 0.248 0.04 0.29 0.15 $ A-1,3 Both HD9 293 .004 .000 0.004 - - 0.248 0.04 0.29 0.15 A-1,4 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line B i B-1,.1 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 € B-1,2. Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 B-1,3 Both HD9 936 .012 .000 0.012 - - 0.248 0.04 0.30 0.20 I B-1,4 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 B-1,5 Both I HD9 0 .000 .000 0.000 - - 1 0.000 1 0.001 0.00 1 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 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, a causing the segment to draw less force due to lower than actual stiffness. i Add-Due to longer anchor bolt length than manufacturer's value,or entire bolt length for connector-only elongation= PL/(Ab x Es); 3 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 for given displacement/elongation from hold-down database. i 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 D41.5) (NDS 10.3.6);D=bolt diameter Nails: =an,fromSDPWS Table C4.2.2D 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) 3 h=wall height;b=segment length between openings,h,b values in Deflection table ( 3 i i a 's l s 3 S 1 14 r WoodWorks@ Shearwalls Pavilion.wsw Aug. 16, 201714:06:25 Rigid Diaphragm Wind Design ASCE 7 Directional(All Heights)Loads SHEAR RESULTS N-S W For HfW-Cub ASD Shear Force[plfl Allowable Shear[pit] Crit. Shearlines Gp Dir Int Ext V Ilbs] vmax v Int Ext CO C Total V[I bs] Resp. Line I Level 1 Ln1, Lev]. .11 Both 1.0 1.0 2515 104.8 1.04.8 125 361 1.00 A 486 11655 0.22 Line 2 Ln2, Levl 1 Both 1.0 1.0 2501 104.2 104.2 125 361 1.00 A 486 11655 0.21 E-W W For HfW-Cub ASD Shear Force[pit] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V[lbs] vmax v Int. Ext Co C Total V[lbs] Resp. Line A Level I LnA, Levl I Both 1.0 1.0 1006 36.3 36.3 125 361 1.00 A 486 21125 0.07 Line 8 LnB, Levl 1 Both 1.0 1.0 645 53.6 53.6 125 361 1.00 A 486 18211 0.11 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. '9 For Dir-Direction of wind force along shearline. t HIW-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=VIFHS/Co. 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 walk Sum of combined shear capacities for all segments on wall.For shearline:sum of all wall capacities on line. Crit Resp—Critical response=v17-otal=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 upifft anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. fi P. 15 .......... WoodWorks@ Shearwalls Pavillon.wsw Aug. 16, 201714:05:25 HOLD-DOWN DESIGN(rigid wind design) Level 1 Tensile ASD Line- Location Ift) Load Holddown Force fibs] Cap Grit Wall Posit'n x Y Case Shear Dead Uplift Crnb'd Hold-down [lbs] Resp. Line I 1-1 L End 0.00 0.12 1 1218 1218 HD9 8810 0.14 1-1 R End 0.00 23.88 1 1218 1218 HD9 8810 0.14 Line 2 2-1 L End 52.00 0.12 1 1211 1211 HD5 4055 0.30 2-1 R End 52.00 23.88 1 1211 1211 KD5 4055 0.30 Line A A-1 R Op 1 9.13 0.00 1 295 2..95 HD9 8810 0.03 A-1 L Op 2 24.88 0.00 1 295 295 HD9 8810 0.03 A-1 R Op 2 27.E3 0100 1 223 223 HD9 8810 0.03 A-1 L Op 3 42.88 0.00 1 223 2.2.3 HD9 8810 0.03 Line B B-I R Op 2 20.13 24,00 1 438 43B HD9 8810 0.05 B-1 L Op 3 31.88 24.00 1 438 438 HD9 8810 0.05 Legend., Line-Wall: At wall or opening-Shearline and wall number At vertical element-Shearfine 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 I 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(27.1.5/28.44) Hold-down Forces: Shear-Wind shear overturning component,based on sheadine force,includes perforation factor Co,factored for ASD by 0.60 Dead-Dead load resisting component,factored for ASO by 0.60 Uplift-Uplift wind load component,factored for ASO by 0.60 CmbV-Sum of ASO 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 ASO tension load Crit.Rasp.-Critical Response=Combined ASD force/Allowable ASO tension load Notes: Refer to Shear Results table for perforation factors Co. 16 ----------- WoodWorks@ Shearwalls Pavilion.wsw Aug. 16,2017 14:05:25 DRAG STRUT FORCES(rigid wind design) Level I Drag Strut Line- Position on Wall Location[ft] Load Force[lbs] Wall or Opening X y Case ---> <--- Line A Right Opening 1 9.00 0.00 1 174 A-I 174 A-I Left Opening 2 25.00 0.00 1. 97 97 A-1 Right Opening 2 27.50 0.00 1 48 48 A-1 Left Opening 3 43.00 0.00 1 174 174 Line B B-1 Right Opening 2 20.00 24.00 1 248 248 B-1 Left Opening 3 32.00 24.00 1 247 247 Legend: Line-Wall-Shearfine 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 comer, Case A or B Drag strut Force-Axial force in transfer elements at openings and gaps in wafts along shearlire. Based on ASD factored sheartine force,includes perforation factor Co. -Due to shearline force in the west-to-east or south-to-north direction -Due to shearfine force in the east-to-west or north-to-south direction fi 17 WOcadWt)rks@ Sheairwalls Pavilion.wsw Aug. 16, 2017 14:05:25 DEFLECTION(rigid wind design) Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Sif v b h A Defl Defl Vn en Defl DO Def] plf ft ft sq.in in in lbs in in in in Level 1 Line 1 1 1-1 Both Ext 174.6 24.00 8.00 16.5 .002 .040 87 .003 .016 0.10 0.16 Both Int 0.0 .000 0 .000 .000 Line 2 1 2-1 Both Ext 173.7 24.00 8.00 16.5 .001 .040 87 .003 .016 0.12 0.18 Both Int 0.0 .000 0 .000 .000 Line A 1 A-1,1 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-1,2 Both Ext 60.5 16.00 8.00 16.5 .001 .014 30 .000 .001 0.15 0.16 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 45.8 15.50 8.00 16.5 .001 .010 23 .000 .000 0.15 0.16 Both Int 0.0 .000 0 .000 .000 A-1,4 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 Line B 1 B-1,1 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 B-1,2 Both Ext 0.0 7.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 B-1,3 Both Ext 89.4 12.00 8.00 16.5 .002 .020 45 .000 .002 0.20 0.22 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 0 .000 .000 B-1,5 Both Ext 0.0 5.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 1 0.0 .000 1 0 .000 .0001 1 Legend: Wall,segment-Wall and segment between openings,e.g. B-3,2=second segment on Wall 3 on Shearline 8 W Gp-Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir-Force direction Sri-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 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;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 C4.3.2-1 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. t 18 WoodWorks@ Shearwalls Pavillon.wsw Aug. 16, 201714:06:25 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 Deff lbs in in in lbs in in in in in Level 1 Line I 1-1 Both HD9 2029 .027 000 0.027 0.248 0.04 0.31 0.10 Line 2 2-1 Both HD5 2018 .075 .001 0,076 - - 0.248 0.04 0.36 0.12 Line A A-1,1 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,2 Both 11D9 491 .006 .000 0.007 - - 0.248 0.04 0.29 0.15 A-1,3 Both HD9 372 .005 .000 0.005 - - 0.248 0.04 0.29 0.15 A-1,4 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line B B-1,1 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 B-1,2 Both HD9 1 .000 'COO 0.000 - - 0.000 0.00 0.00 0.00 B-1,3 Both HD9 731 .010 .000 0.010 - - 0,248 0,04 0.30 0.2 B-1,4 Both HD9 0 .000 .000 0,000 - - 0.000 0.00 0.00 0.00 B-1,5 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 1ASD 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=Untectored uplift force P/number of fasteners Bolts: = Pfl(270,000 DA1.5) (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= 0.002 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= ElonglDisp+Slippage+Shrink+Crush+Extra Hold DO-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 ppE li ki 19 i I 3 3 i Woodworks® Shearwalls Pavilion.wsw Aug.16,201714:05:25 Wind Suction Design i COMPONENTS AND CLADDING by SHEARLINE { North-South Sheathing[psf] Fastener Withdrawal[lbs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist g 3 1 1 1 23.6 221.9 0.11 26.2 22.2 67.2 0.39 0.33 1.00 1.00 2 1 1 23.6 22.1.9 0.11 26.2 22.2 67.2 0.39 0.33 1.00 1.00 East-West Sheathing[psU Fastener Withdrawal jibs] Service Cond i Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 2.3.6 221.9 0.3.1 26.2 22.2 67.2 0.39 0.33 1.00 1.00 a B 1 3. 23.6 221.9 0.11 26.2 2.2.2 67.2 0.39 0.33 1.00 1.00 ; 3 Legend: 3 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 f 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 3 } i I i S E 4 i 3 S {4 f 3 3 s 33 d 3 1 r } t i s 4 20 WoodWorks@ Shearwalls Pavilion.wsw Aug. 16,2017 14:05:25 .......... ...... Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear[lbs] Diaphragm Force Fpx[lbs] [lbs] [s .ft E-W N-S E-W N-S 21783 1248.0 2777 2777 2221 2221 All 21783 - 2777 2777 - - Legend: Building mass-Sum of all generated and input building masses on level=wx in ASCE 7 equation 12.8-12. i. Storey shear-Total unfactored(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 t compression. 29 3 I I Woodworks@ Shearwans Pavilion.wsw Aug. 16, 2017 14:05.25 3 SHEAR RESULTS(flexible seismic design) N-S 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. s Line 1 Level 1 Ln1, Levl 1 Both 1.0 1.0 972 40.5 40.5 125 258 1.00 X 258 6182 0.16 Line 2 Ln2, I,ev1 1 Both 1.0 1.0 972 40.5 40.5 125 258 1.00 X 258 6182 0.16 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 LnA, Levl 1 Both 1.0 1.0 972 35.9 35.9 125 2.58 1.00 X 258 11206 0.14 Line B LnB, Levl 1 Both 1.0 1.0 972 80.9 80.9 125 258 1.00 X 258 9660 0.31 Legend: i 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 Watt group. For Dir—Direction of seismic force along shearline. H/W-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. t 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/FHS/Co. 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=v/Total=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: t 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. ti s t P [ I! a u ( I t 22 i 's. -WoodWorks® Shearwalls Pavilion.wsw Aug. 16, 2017 14:05:25 a HOLD-DOWN DESIGN(flexible 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 0.1.2 471 471 HD9 8810 0.05 1-1 R End 0.00 2.3.88 471 471 HD9 8810 0.05 Line 2 2-1 L End 52.00 0.12 471 471 HD5 4055 0.12 a 2-1 R End 52.00 23.88 471 471 HD5 4055 0.12 Line A A-1 R Op 1 9.13 0.00 292 292 HD9 8810 0.03 A-1 L Op 2 24.88 0.00 292 292 HD9 8810 0.03 A-1 R Op 2 27.63 0.00 208 2.08 HD9 8810 0.02 A-1 L Op 3 42.88 0.00 2.08 208 HD9 8810 0.02 Line B B-1 R Op 2 20.13 24.00 661 661. HD9 8810 0.08 B-1 L Op 3 31..88 24.00 661 661 HD9 8810 0.08 x Legend: Line-Waft: 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 Hold-down Forces: Shear-Seismic shear overturning component, factored forASD 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 7 12.4.2.2=-0.2Sds x ASD seismic factor 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 Cap-Allowable ASD tension load Crit.Resp.-Critical Response=Combined ASD force/Allowable ASD tension load Notes: i 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 =0.61)+0.7(Eh-Ev). Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. a i s s 3 k 23 -------------- oodWorks@ Shearwalls Pavifion.wsw Aug. 16, 201714:06:25 DRAG STRUT FORCES(flexible seismic design) 9 Level I Drag Strut Line- Position on Wall Location[ft] Force[lbs] Wall or Opening X y ---> <--- Line A A-I Right opening 1 9.00 0.00 168 168 A-1 Left Opening 2 25.00 0.00 107 107 A-1 Right Opening 2 27.50 0.00 60 60 A_1. Left Opening 3 43.00 0.00 168 168 Line B B-I Right Opening 2 20.00 24.00 374 374 B-1 Left opening 3 32.00 24.00 373 373 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 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 24 Wo®dWorks® Shearwallls Pavilion.wsw Aug. 16, 2017 14:05:25 DEFLECTION(flexible seismic design) Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Def] Defl Vn en DO Defl Defl If ft ft s .in in in lbs in in in in Level 1 Line 1 1 1-1 Both Ext 57.8 24.00 8.00 16.5 .000 .013 29 .000 .001 0.10 O.il Both Int 0.0 .000 0 .000 .000 Line 2 1 1 Both Ext 57.8 24.00 8.00 16.5 .000 .013 29 .000 .001 0.11 0. I Both Int 0.0 .000 0 .000 .000 Line A 1 A-1,1 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-1,2 Both Ext 51.3 16.00 8.00 16.5 .001 .012 26 .000 .000 0.15 0.16 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 36.6 15.50 8.00 16.5 .000 .008 18 .000 .000 0.15 0.16 Both Int 0.0 .000 0 .000 .000 A-1,4 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 Line B 1 B-1,1 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 B-1,2 Both Ext 0.0 7.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 B-1,3 Both Ext 115.6 12.00 8.00 16.5 .002 .026 58 .001 .005 0.20 0.23 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 0 .000 .000 B-1,5 Both Ext 0.0 5.50 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, i or 2 for interior partitions 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 Deft -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 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 C4.3.2-1 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. r 25 ... WoodWorks(R) Shearwalls Pavifionmsw Aug.16, 2017 14:05:25 ...------- 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 I Line 1 1-1 Both HD9 672 .010 .000 0.010 - - 0.248 0.04 0.30 0.10 Line 2 2-1 Both HD5 672 .029 .000 0.029 - - 0.248 0.04 0.32 0.11 Line A A-1,1 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,2 Both HD9 417 .006 .000 0.006 - - 0.248 0.04 0.29 0.15 A-1,3 Both HD9 298 .005 .000 0,005 - - 0.248 0.04 0.29 0.15 A-1,4 Both HD9 0 .000 0.000 - - 0.000 0.00 0.00 0.00 Line B B-1,1 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0,00 0.00 B-1,2 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 B-1,3 Both HD9 944 .014 .000 0.015 - - 0.248 0.04 0.30 0.20 B-1,4 Both HD9 I OCO .000 0.000 - - 0.000 0.00 0.00 0.00 B-1,5 Both I HD9 1 0 1 .000 .000 0.000 1 - - 0.000 0.00 1 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 1ASD 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 displacementlelongation 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 PI number of fasteners Bolls: = Pfl(270,000D^1.5) (NDS 10.3.6);D=bolt diameter Nails: =en,fromSDPWS Table C422D 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= ElonglDisp+Slippage+Shrink+Crush+Extra Hold Dell-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 6 F WoodWorks® Shearwalls Pavilion.wsw Aug. 16,2017 14:05:25 f 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 I ft dxe dx of Mass dxe dx ft in Max C of M { 1 8.00 8.00 2.40 N->S 0.12 2 0.24 26.00 0.12 0.23 0.10 0.10 S->N 0.12 2 0.24 26.00 0.12 0.23 0.10 0.10 E->W 0.23 B 0.47 1.2.00 0.2.0 0.39 0.20 0.16 W->E 0.23 B 0.47 12.00 0.20 0.39 0.20 0.16 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. I }3 t t 6 I'. i i Z Y 3 j 5 { 27 3 E Woodworks® Shearwalts Pavilion wsw Aug. 16, 2017 14:05:25 E Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear jibs] Diaphragm Force Fpx jibs] [lbs] [s .ft E-W N-S E-W N-S 1 21783 1248.0 2'771 2777 22.21 27.21 All 21783 - 2777 2777 - - i Legend: Building mass-Sum of all generated and input building masses on level=+nx in ASCE 7 equation 12.8-12. Storey shear-Total unfactored(strength-level)shear force induced at level x, =Fx in ASCE 7 equation 12.8-11. 4 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. 5 Redundancy Factor p(rho): E-W 1.00, N-S 1.00 t 3 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. i ) E l i 3 3 x 3 Y E �yy ;I 5 p� Y I f 28 I t Woodworks® Shearwalls Pavi[ion.wsw Aug. 96, 2097 14:05:25 f SHEAR RESULTS(rigid seismic design) N-S W For HiW-Cub ASD Shear Force fplf] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V lbs vmax v Int Ext Co C Total V fibs] Resp. Line 1 Level 1 ? Lnl, Levl 1 Both 1.0 1.0 1065 44.4 44.4 125 258 1.00 X 258 6182 0.17 Line 2 Ln2, Levl 1 Both 1.0 1.0 1059 44.1 44.1 125 258 1.00 X 258 6182 0.17 z E-W W For HfW-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 LnA, Lev1 1 Both 1.0 1.0 1186 42.6 42.6 125 256 1.00 X 258 11206 0.17 s Line B LnB, Lev1 1 Both 1.0 1.0 780 64.9 64.9 125 2.58 1.00 X 258 9660 0.25 Legend: Unless otherwise noted,the value in the table for a shearfine 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 j 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 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 shearfine: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. 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=v/Total=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. i Y 2 Y 5 1 i t X s s s'. s 4 r 29 F i F Woodworks® Shearwalls Pavi[ion.wsw Aug. 16,2017 14:05:25 HOLD-DOWN DESIGN(rigid seismic design) Level 1 Tensile ASD a Line- Location[ft] Holddown Force[lbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb`d Hold-down [Ibs] Resp. Line 1 1-1 I, End 0.00 0.12 516 516 HD9 8810 0.06 1-1 R End 0.00 23.88 516 516 HD9 8810 0.06 Line 2 2-1 L End 52.00 0.12 513 513 HD5 4055 0.13 2-1 R End 52.00 2.3.88 513 513 HD5 4055 0.13 i Line A A-1 R Op 1 9.13 0.00 346 346 HD9 8810 0.04 A-1. L Op 2 24.88 0.00 346 346 HD9 881.0 0.04 A-1 R Op 2 27.63 0.00 265 265 HD9 8810 0.03 q A-1 L Op 3 42.88 0.00 265 265 HD9 8810 0.03 Line B = B-1 R Op 2 20.13 24.00 530 530 HD9 8810 0.06 B-1 L Op 3 31.88 24.00 530 530 HD9 8810 0.06 s 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 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 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 f 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: t 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. Shearwalls does not check for either plan or vertical structural irregularities. 3 F i a i f i A 3 3 d q F I i 3 i 3 8 30 3 2 S Woodworks® Shearwalls Pavil]on.wsw Aug. 16,201714:05:25 DRAG STRUT FORCES(rigid seismic design) Level 1 Drag Strut Line- Position on Wall Location[ft] Force jibs] Wall or Opening X Y ---> <--- Line A A-1 Right Opening 1 9.00 0.00 205 205 A-1 Left Opening 2 25.00 0.00 111 111 A-1 Right Opening 2 27.50 0.00 54 54 A-1 Left Opening 3 43.00 0.00 205 205 Line B B-]. Right Opening 2 20.00 24.00 300 300 6 B-1 Left Opening 3 32.00 24.00 299 299 Legend: Line-Wall-Sheadine and wall number Position...-Side of opening or wall end 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 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 ] x ] 4 i Y. F i E y� Y, 4 f i k S i E f 5 3 5 31 WoodWorks® Shearwalls Pavil)on.wsw Aug. 16, 2017 14:05:25 DEFLECTION( rigid seismic design) Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Defl Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 1 Line 1 1 1-1 Both Ext 63.4 24.00 8.00 16.5 .001 .014 32 .000 .001 0.10 0.12 Both Int 0.0 .000 0 .000 .000 Line 2 1 2-1 Both Ext 63.0 24.00 8.00 16.5 .001 .014 32 .000 .001 .0.11 0.12 Both Int 0.0 .000 0 .000 .000 Line A 1 A-1,1 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-1,2 Both Ext 60.8 16.00 8.00 16.5 .001 .014 30 .000 .001 0.15 0.16 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 46.5 15.50 8.00 16.5 .001 .011 23 .000 .000 0.15 0.16 Both Int 0.0 .000 0 .000 .000 A-1,4 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 Line B 1 B-1,1 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 B-1,2 Both Ext 0.0 7.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 B-1,3 Both Ext 92.7 12.00 8.00 16.5 .002 .021 46 .000 .002 0.20 0.22 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 0 .000 .000 B-1,5 Both Ext 0.0 5.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 1 0.0 .000 1 0 .000 .0001 1 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 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 Defl -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 I 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 fable 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,B 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. r k F 32 ------------- WoodWorks@ Shearwalls Pavilion.wsw Aug. 16,2017 14:05:25 HOLD-DOWN DISPLACEMENT(rigid 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 I Line 1 1-1 Both HD9 737 Oil .000 0.011 - - 0.248 0.04 0.30 0.10 Line 2 2-1 Both HD5 732 .032 .000 0.032 - - 0.248 0.04 0.32 0.11 Line A A-1,1 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A--1,2 Both HD9 494 .008 .000 0.008 - - 0.248 0.04 0.30 0.15 A-1,3 Both HD9 378 .006 .000 0.006 - - 0.248 0.04 0.29 0.15 A-1,4 Both HD9 0 .000 .000 0.000 - - 0.000 D.Go 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 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 B-1,3 Both HD9 758 .012 .000 0.012 - - 0.248 0.04 0.30 0.20 B-1,4 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 B-1,5 Both HD9 I 1 .000 .000 0.000 0.000 0.00 1 0.00 1 0.02 _J 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 do-Vertical displacements due to the following components: EfonglDisp-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 tightly 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=Untactored uplift force P/number of fasteners Bolts: = Pfl(270,000DA1.5) (NDS 10.3.6);D=bolt diameter Nails: =an,fromSDPWS Table C4.2.2D 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= EionglDiso+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 3 33 SS Y F WoodWorks® Shearwalls Pavilion wsw Aug 16,2017 14 05:25 E __.._.... --_-., .-- _ ------- STORY ____-STORY DRIFT(rigid seismic design) Wali 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 0.12 2 0.24 26.00 0.12 0.24 0.10 0.10 S->N 0.12. 2. 0.2.4 26.00 0.12 0.24 0.10 0.10 E->W 0.22 B 0.45 12.00 0.19 0.39 0.19 0.16 W->E 0.22 B 0.45 12.00 0.19 0.39 0.19 0.16 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 I 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. s 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. P 3 5 1 i S r S i E ) a i { I 3 i a i I 3, 5� J 1 34 Statement of Special Inspections C.C1 SE Council of American Structural Engineers Project: Lake George RVPark—Pavilion/Mechanical Building Location: 74 New York 149,Lake George NY Owner: LGRVPark Owner's Address: 74 New York 149 Lake George, NY Design Professional in Responsible Charge: SB Engineering, 900 Rt. 146, Clifton Park, NY Architect of Record: Phinney Design Group, 142 Grand Avenue, Saratoga Springs,NY This Statement ofSpecia//nspect/ons is submitted as a condition for permit issuance in accordance with the Special Inspection and Structural Testing requirements of the Building Code. It includes a schedule of Special Inspection services applicable to this project as well as the name of the Special Inspection Coordinator and the identity of other approved agencies to be retained for conducting these inspections and tests. This Statement of Spec/a//nspect/onsencompass the following disciplines: ® Structural ❑ Mechanical/Electrical/Plumbing ❑ Architectural ❑ Other: The Special Inspector shall keep records of all inspections and shall furnish inspection reports to the Building Official and the Registered Design Professional in Responsible Charge. Discovered discrepancies shall be brought to the immediate attention of the Contractor for correction. If such discrepancies are not corrected, the discrepancies shall be brought to the attention of the Building Official and the Registered Design Professional in Responsible Charge. The Special Inspection program does not relieve the Contractor of his or her responsibilities. Interim reports shall be submitted to the Building Official and the Registered Design Professional in Responsible Charge. A Fina/Report of Spec/a//nspect/ons documenting completion of all required Special Inspections, testing and correction of any discrepancies noted in the inspections shall be submitted prior to issuance of a Certificate of Use and Occupancy. This document shall be prepared and signed by the licensed Design Professional acting as the Special Inspector. Job site safety and means and methods of construction are solely the responsibility of the Contractor. Interim Report Frequency: Monthlv or❑ per attached schedule. Prepared by: Q E(N BUR40,A Scott Burlingame G� C (type or print name) co r m Cr n W (j 7/21/2017 �? Signature Date oR 851 S P ea/ Owner's Authorization: Building Official's Acceptance: Signature Date Signature Date CASE Form 101 • Statement of Special Inspections • ©CASE 2004 • New York State 2010 Sheet 2 of 6 Project: LG RV Park-Pavilion Bldg. Schedule of Inspection and Testing Agencies Statement of Special Inspections includes the following building systems: ® Soils and Foundations ❑ Prefabricated Wall Panels ® Cast-in-Place Concrete ❑ Spray Fire Resistant Material ❑ Precast Concrete ❑ Wood Construction ❑ Shotcrete ® Prefabricated Wood Trusses ❑ Masonry Level 1 ❑ Exterior Insulation and Finish System ❑ Masonry Level 2 ❑ Mechanical& Electrical Systems ❑ Structural Steel ❑ Architectural Systems ❑ Cold-Formed Steel Framing ❑ Special Cases ❑ Prefabricated Cold-Formed Trusses Special Inspection Agencies Firrn Address,Tele hone 1. Special Inspector To be determined and hired by owner. 2 Testing Laboratory CME Associates, Inc. 439 North Pearl St. - pre-approved list. Albany,NY 12204 518-432-5820 Professional Services Industries 104 Erie Blvd Schenectady,NY 12305 518-377-9841 Construction Technologies 4 Williams St. Ballston Lake,NY 12019 518-399-1848 Trans Tech QCQA Laboratories 1594 State St. Schenectady,NY 12304 518-372-4067 Note: The inspection and testing agent shall be engaged by the Owner or the Owner's Agent, and not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of interest must be disclosed to the Building Official, prior to commencing work. Seismic Design Category: B Basic Wind Speed (3 Second Gust): 115 Wind Exposure Category: B CASE Form 101 a Statement of Special Inspections • ©CASE 2004 • New York State 2010 Sheet 3 of 6 Project: LG RV Park-Pavilion Bldg. Qualifications of Inspectors and Testing Technicians The qualifications of all personnel performing Special Inspection and testing activities are subject to the approval of the Building Official. The credentials of all Inspectors and testing technicians shall be provided if requested. Key for Minimum Qualifications of Inspection Agents: When the Registered Design Professional in Responsible Charge deems it appropriate that the individual performing a stipulated test or inspection have a specific certification or license as indicated below, such designation shall appear below the AgencyNamberon the Schedule. PE/SE Structural Engineer—a licensed SE or PE specializing in the design of building structures PE/GE Geotechnical Engineer—a licensed PE specializing in soil mechanics and foundations. EIT Engineer-In-Training—a graduate engineer who has passed the Fundamentals of Engineering examination American Concrete Institute(ACI)Certification ACI-CFTT Concrete Field Testing Technician—Grade 1. ACI-CCI Concrete Construction Inspector ACI-LTT Laboratory Testing Technician—Grade 1&2. ACI-STT Strength Testing Technician. American Welding Society(AWS)Certification AWS-CWI Certified Welding Inspector. AWS/AISC-SSI Certified Structural Steel Inspector American Society of Non-Destructive Testing(ASNT)Certification ASNT Non-Destructive Testing Technician—Level II or III International Code Council(ICC)Certification ICC-SMS] Structural Masonry Special Inspector ICC-SWSI Structural Steel and Welding Special Inspector ICC-SFSI Spray-Applied Fireproofing Special Inspector ICC-PCSI Prestressed Concrete Special Inspector ICC-RCSI Reinforced Concrete Special Inspector National Institute for Certification in Engineering Technologies (NICET) NICET-CT Concrete Technician—Levels I, II, III & IV NICET-ST Soils Technician- Levels I, II, III & IV NICET-GET Geotechnical Engineering Technician- Levels I, Il, III & IV Exterior Design Institute(EDI)Certification EDI-EIFS EIFS Third Party Inspector Other SCSI Smoke Control Special Inspector PE/ME Mechanical/Electrical/Plumbing Engineer—a licensed PE specializing in the design of mechanical, electrical and plumbing building systems RA Registered Architect specializing in the design of architectural building systems CASE Form 101 • Statement of Special Inspections • ©CASE 2004 • New York State 2010 Schedule of Special Inspection Services Sheet 4 of 6 Soils and Foundations Project: LG RV Park-Pavilion Bldg. Item Agent No. Scope (Qualit) 1. Site Preparation I (PE or Section 1704.7.Site preparation.Prior to placement of the EIT)or 2 prepared fill, determine that the site has been prepared in (PE or EIT) accordance with the Contract Documents.Inspect soils below footings for adequate bearing capacity and consistency with the Contract Documents. 2. Controlled Structural Fill I (PE or Section 1704.7.During fill placement. During placement and EIT)or 2 compaction of the fill material, determine that the material being (PE or EIT) used and the maximum lift thickness comply with the Contract Documents. Verify extent and slope of fill placement. I or 2(PE Section 1803.5. Compacted fill material. Perform sieve tests and or EIT) modified Proctor tests of each source offill material. Through testing, verb that the compacted fill to be used under footings and under slabs complies with the Contract Documents. I or 2(PE Section 1704.7.Evaluation of in-place density.Review that the or EIT) in-place dry density of the compacted fill complies with the Contract Documents. 3. Deep Foundations Not Applicable 4. Underpinning Not Applicable 5. Other CASE Form 101 Statement of Special Inspections • ©CASE 2004 • New York State 2010 r Schedule of Special Inspection Services Sheet 5 of 6 Cast-in-Place Concrete Project: LG RV Park-Pavilion Bldg. Item Agent No. Scope (Qualif.) 1. Mix Design 1 Table 1704.4.4. Review concrete mix design submittals for all (PE or EIT) classes of concrete specified on the structural drawings.Reference standard ACI 318:Ch.4, 5.2-5.4.BC-NYS Reference Sections 1904, 1905.2-1905.4, 1914.2 and 1914.3. 2 Review concrete batch tickets and verb compliance with (ACI) approved mix design. Verb that water added at the site does not exceed that allowed by the mix design. 2. Material Certification 1 Section 1704.4.1.Materials. Review material certificates of (PE or EIT) compliance or other acceptable documentation for all materials used in the concrete mix designs for conformance with ACI 318 Chapter 3. In the absence of sufficient data or documentation providing evidence of conformance to quality standards of materials in chapter 3 of ACI 318,materials shall be tested in accordance with the appropriate standards and criteria. 3. Reinforcement Installation 1 Table 1704.4.1. Review the following percentages of installed & reinforcement for compliance with approved shop drawings, 2 project specifications and ACI 318: Ch.3.5, 7.1-7.7.BC-NYS (ACI) Reference Sections 1903.5, 1907.1, 1907.7 and 1914.:Footings 50%,Foundation Walls 50%,Slabs on Grade 50%. 4. Post-Tensioning Operations Not applicable 5. Anchor Rods 1 Table 1704.4.3. Review 100%of bolts to be installed in concrete & prior to and during placement of concrete where allowable loads 2 have been increased.BC-NYS Reference Section 1912.5. (ACI) 6. Concrete Placement 2 Table]704.4.6. Continuous inspection of concrete placement for (ACI) proper application techniques as specified in ACI 318. 5.9 and 5.10.BC-NYS Reference Sections 1905.9, 1905.10, 1914.6, 1914.7 and 1914.8. Verb that concrete conveyance and depositing avoids segregation or contamination. Verb that concrete is properly consolidated. 7. Sampling and Testing of 2 Table 1704.4.5. Make one strength test for each 50 cubic yards or Concrete (ACI) fractions thereof from each mix design of concrete placed in any one day. (ASTMC 172,ASTMC 31,ASTM C39).Also, test each specimen for slump(ASTM C143), air content(ASTM C231 or C173), and temperature(ASTM C1064).ACI Reference ACI 318: Ch. 5.6 and 5.8.BC-NYS Reference Sections 1905.6 and 1914.10. 8. Curing and Protection 1 Table 1704.4.7. Review periodically for maintenance ofspecified curing temperature and protection techniques, in accordance with ACI 318:5.11-5.13.BC-NYS Sections 1905.11, 1905.13 and 1914.9. Further, when hot weather concrete conditions exist, verify that the procedure outlined in ACI 305R for Hot Weather Concreting is followed. These conditions will exist when the rate of evaporation approaches 0.21 Ib.1ft.'1hr. For Cold Weather Concreting,follow ACI 306.1 standard spec. CASE Form 101 • Statement of Special Inspections • ©CASE 2004 9 New York State 2010 J Schedule of Special Inspection Services Sheet 6 of 6 Prefabricated Wood Trusses Project: LG RV Park—Pavilion Bldg. Item Agent No. Scope (Qualif.) 1. Fabricator Certification/ 1 Sections 1704.2.;1704.6. Verify whether the wood truss Quality Control Procedures Fabricalorparlicoales in the `Truss Plale Institutes Quality Assurance Inspection Program If so,special inspections as required by Section 1704.2 shall not be required.If not,perform the following: 1 Prior to fabrication,verb that the fabricator maintains detailed fabrication and quality control procedures that provide a basis for inspection conlrol and workmanship andthefabiicalor s ahilily to conform to the.approved construction documents and referenced standards.Review the procedures for completeness and adequacy relative 10 the code regruremenisfor thefahricator:f scope of work. I At the completion of fabrication, the approved fabricator shall submit a certificate of compliance stating that the work was performed in accordance with the approved contract documents. 2. Material Certification 1 Review 25%ofgrade stamps of dimensioned lumber for conformance with the contract documents. 3. Connections I Review 25%of truss connection plates for gauge thickness,size and location;review 25%of any nailing, bolting, anchoring and other fastening of components;review 25%of mechanical tie- down connections to prevent uplift;and review all truss component fit up and interconnections,for conformance the contract documents and Truss Plate Institute requirements in accordance with ANSI/TPI I Standard and the QAP-90 Manual. 4. Fabrication 1 Review 50%of prefabricated trusses for general conformance with the contract documents and Truss Plate Institute requirements in accordance with ANSII TPI 1 Standard and the QAP-90 Manual. 5. Framing and Details I Review completed truss and supporting framing installation prior to concealment by surface finishes for compliance with details shown on the construction drawings and approved truss shop drawings including all connections to the supporting structure. Review 25%of all bearing points and all permanent bracing if required by fabricator and the architect or engineer of record. 6. Other CASE Form 101 • Statement of Special Inspections 9 ©CASE 2004 • New York State 2010 Statement of Special Inspections CASECouncil of American Structural Engineers Project: Lake George RV Park—Bathroom/Mechanical Building Location: 74 New York 149, Lake George NY Owner: LGRVPark Owner's Address: 74 New York 149 Lake George, NY Design Professional in Responsible Charge: SB Engineering, 900 Rt. 146, Clifton Park, NY Architect of Record: Phinney Design Group, 142 Grand Avenue, Saratoga Springs, NY This Statement of Specia//nspections is submitted as a condition for permit issuance in accordance with the Special Inspection and Structural Testing requirements of the Building Code. It includes a schedule of Special Inspection services applicable to this project as well as the name of the Special Inspection Coordinator and the identity of other approved agencies to be retained for conducting these inspections and tests. This Statement of Specia//nspect/onsencompass the following disciplines: ® Structural ❑ Mechanical/Electrical/Plumbing ❑ Architectural ❑ Other: The Special Inspector shall keep records of all inspections and shall furnish inspection reports to the Building Official and the Registered Design Professional in Responsible Charge. Discovered discrepancies shall be brought to the immediate attention of the Contractor for correction. If such discrepancies are not corrected, the discrepancies shall be brought to the attention of the Building Official and the Registered Design Professional in Responsible Charge. The Special Inspection program does not relieve the Contractor of his or her responsibilities. Interim reports shall be submitted to the Building Official and the Registered Design Professional in Responsible Charge. A Fina/Report of Specia//nspections documenting completion of all required Special Inspections, testing and correction of any discrepancies noted in the inspections shall be submitted prior to issuance of a Certificate of Use and Occupancy. This document shall be prepared and signed by the licensed Design Professional acting as the Special Inspector. Job site safety and means and methods of construction are solely the responsibility of the Contractor. Interim Report Frequency: Monthlv or❑ per att schedule. Prepared by: Ur BUR i, A Scott Burlingame p� (type or print name) * V r co m pC C7 I ,I W m ` Z 7/21/2017 6 Signature Date �,pRO 08518 NP�. Des � ea/ Owner's Authorization: Building Official's Acceptance: Signature Date Signature Date CASE Form 101 • Statement of Special Inspections • ©CASE 2004 9 New York State 2010 1 Sheet 2 of 6 Project: LG RV Park-Bathroom Bldg. Schedule of Inspection and Testing Agencies Statement of Special Inspections includes the following building systems: ® Soils and Foundations ❑ Prefabricated Wall Panels ® Cast-in-Place Concrete ❑ Spray Fire Resistant Material ❑ Precast Concrete ❑ Wood Construction ❑ Shotcrete ® Prefabricated Wood Trusses ❑ Masonry Level 1 ❑ Exterior Insulation and Finish System ❑ Masonry Level 2 ❑ Mechanical& Electrical Systems ❑ Structural Steel ❑ Architectural Systems ❑ Cold-Formed Steel Framing ❑ Special Cases ❑ Prefabricated Cold-Formed Trusses Special Inspection Agencies Firm Address,Telephone 1. Special Inspector To be determined and hired by owner. 2 Testing Laboratory CME Associates, Inc. 439 North Pearl St. -pre-approved list. Albany, NY 12204 518-432-5820 Professional Services Industries 104 Erie Blvd Schenectady,NY 12305 518-377-9841 Construction Technologies 4 Williams St. Ballston Lake, NY 12019 518-399-1848 Trans Tech QCQA Laboratories 1594 State St. Schenectady, NY 12304 518-372-4067 Note: The inspection and testing agent shall be engaged by the Owner or the Owner's Agent, and not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of interest must be disclosed to the Building Official, prior to commencing work. Seismic Design Category: B Basic Wind Speed (3 Second Gust): 115 Wind Exposure Category: B CASE Form 101 9 Statement of Special Inspections e ©CASE 2004 • New York State 2010 Sheet 3 of 6 Project: LG RV Park-Bathroom Bldg. Qualifications of Inspectors and Testing Technicians The qualifications of all personnel performing Special Inspection and testing activities are subject to the approval of the Building Official. The credentials of all Inspectors and testing technicians shall be provided if requested. Key for Minimum Qualifications of Inspection Agents: When the Registered Design Professional in Responsible Charge deems it appropriate that the individual performing a stipulated test or inspection have a specific certification or license as indicated below, such designation shall appear below the AgencyNamberon the Schedule. PE/SE Structural Engineer—a licensed SE or PE specializing in the design of building structures PE/GE Geotechnical Engineer—a licensed PE specializing in soil mechanics and foundations. EIT Engineer-In-Training—a graduate engineer who has passed the Fundamentals of Engineering examination American Concrete Institute(ACI)Certification ACI-CFTT Concrete Field Testing Technician—Grade 1. ACI-CCI Concrete Construction Inspector ACI-LTT Laboratory Testing Technician—Grade 1&2. ACI-STT Strength Testing Technician. American Welding Society(AWS)Certification AWS-CWI Certified Welding Inspector. AWS/AISC-SSI Certified Structural Steel Inspector American Society of Non-Destructive Testing(ASNT)Certification ASNT Non-Destructive Testing Technician—Level II or III International Code Council(ICC)Certification ICC-SMSI Structural Masonry Special Inspector ICC-SWSI Structural Steel and Welding Special Inspector ICC-SFS] Spray-Applied Fireproofing Special Inspector ICC-PCSI Prestressed Concrete Special Inspector ICC-RCSI Reinforced Concrete Special Inspector National Institute for Certification in Engineering Technologies (NICET) NICET-CT Concrete Technician—Levels I, II, III & IV NICET-ST Soils Technician - Levels I, 11, 111 & IV NICET-GET Geotechnical Engineering Technician - Levels I, 11, III & IV Exterior Design Institute(EDI)Certification EDI-EIFS EIFS Third Party Inspector Other SCSI Smoke Control Special Inspector PE/ME Mechanical/Electrical/Plumbing Engineer—a licensed PE specializing in the design of mechanical, electrical and plumbing building systems RA Registered Architect specializing in the design of architectural building systems CASE Form 101 • Statement of Special Inspections • ©CASE 2004 • New York State 2010 Schedule of Special Inspection Services Sheet 4 of 6 Soils and Foundations Project: LG RV Park-Bathroom Bldg. Item Agent No. Scope (Qualif.) 1. Site Preparation 1 (PE or Section 1704.7..Site preparation.Prior to placement of the EIT)or 2 prepared fill, determine that the site has been prepared in (PE or EIT) accordance with the Contract Documents.Inspect soils below footings for adequate bearing capacity and consistency with the Contract Documents. 2. Controlled Structural Fill I (PE or Section 1704.7.During fill placement. During placement and EIT)or 2 compaction of the fill material, determine that the material being (PE or EIT) used and the maximum lift thickness comply with the Contract Documents. Verify extent and slope offill placement. 1 or 2(PE Section 1803.5. Compacted fill material. Perform sieve tests and or EIT) modified Proctor tests of each source of fill material. Through testing, verb that the compacted fill to be used under footings and under slabs complies with the Contract Documents. I or 2(PE Section 1704.7.Evaluation of in-place density. Review that the or EIT) in-place dry density of the compacted fill complies with the Contract Documents. 3. Deep Foundations Not Applicable 4. Underpinning Not Applicable 5. Other CASE Form 101 . Statement of Special Inspections • ©CASE 2004 • New York State 2010 Schedule of Special Inspection Services Sheet 5 of 6 Cast-in-Place Concrete Project: LG RV Park-Bathroom Bldg. Item Agent No. Scope (Qualif.) 1. Mix Design 1 Table 1704.4.4. Review concrete mix design submittals for all (PE or EIT) classes of concrete specified on the structural drawings.Reference standard ACI 318:Ch.4, 5.2-5.4.BC-NYS Reference Sections 1904, 1905.2-1905.4, 1914.2 and 1914.3. 2 Review concrete batch tickets and verify compliance with (ACI) approved mix design. Verb that water added at the site does not exceed that allowed by the mix design. 2. Material Certification 1 Section 1704.4.1.Materials. Review material certificates of (PE or EIT) compliance or other acceptable documentation for all materials used in the concrete mix designs for conformance with ACI 318 Chapter 3. In the absence ofsufficient data or documentation providing evidence of conformance to quality standards of materials in chapter 3 of ACI 318, materials shall be tested in accordance with the appropriate standards and criteria. 3. Reinforcement Installation 1 Table 1704.4.1. Review the following percentages of installed & reinforcement for compliance with approved shop drawings, 2 project specifications and ACI 318: Ch. 3.5, 7.1-7.7.BC-NYS (ACI) Reference Sections 1903.5, 1907.1, 1907.7 and 1914.:Footings 50%,Foundation Walls 50%, Slabs on Grade 50%. 4. Post-Tensioning Operations Not applicable 5. Anchor Rods I Table 1704.4.3. Review 100%of bolts to be installed in concrete & prior to and during placement of concrete where allowable loads 2 have been increased.BC-NYS Reference Section 1912.5. (ACI) 6. Concrete Placement 2 Table 1704.4.6. Continuous inspection ofconcreteplacementfor (ACI) proper application techniques as specified in ACI 318. 5.9 and 5.10.BC-NYS Reference Sections 1905.9, 1905.10, 1914.6, 1914.7 and 1914.8. Verb that concrete conveyance and depositing avoids segregation or contamination. Verb that concrete is properly consolidated. 7. Sampling and Testing of 2 Table 1704.4.5. Make one strength test for each 50 cubic yards or Concrete (ACI) fractions thereoffrom each mix design of concrete placed in any one day. (ASTMC 172,ASTMC 31,ASTM C39).Also, test each specimen for slump(ASTM C143), air content(ASTM C231 or C173),and temperature(ASTM C1064).ACI Reference ACI 318: Ch. 5.6 and 5.8.BC-NYS Reference Sections 1905.6 and 1914.10. 8. Curing and Protection 1 Table 1704.4.7. Review periodically for maintenance ofspecified curing temperature and protection techniques, in accordance with ACI 318:5.11-5.13.BC-NYS Sections 1905.11, 1905.13 and 1914.9. Further, when hot weather concrete conditions exist, verb that the procedure outlined in AC1305R for Hot Weather Concreting is followed. These conditions will exist when the rate of evaporation approaches 0.21 lb.1ft.'1hr. For Cold Weather Concreting,follow ACI 306.1 standard spec. CASE Form 101 • Statement of Special Inspections • ©CASE 2004 . New York State 2010 Schedule of Special Inspection Services Sheet 6 of 6 Prefabricated Wood Trusses Project: LG RVPark—Bathroom Bldg. Item Agent No. Scope (Qualif.) 1. Fabricator Certification / 1 Sections 1704.2.;1704.6. Verb whether the wood truss Quality Control Procedures Fabricatorparlicipates in the `Truss Plale Institutes Q11alily Assurance Inspection Program If so,special inspections as required by Section 1704.2 shall not be required.If not,perform thefollowing: I Prior to fabrication, verb that the fabricator maintains detailed fabrication and quality control procedures that provide a basis for inspection control and workmanship andthefahricalor s ability/o conform to the approved construction documents and referenced standards.Review the procedures for completeness and adequacy relative to the code requirementsfor lhefabricalor's scope of work. I At the completion of fabrication, the approved fabricator shall submit a certificate of compliance stating that the work was performed in accordance with the approved contract documents. 2. Material Certification 1 Review 25%ofgrade stamps of dimensioned lumberfor conformance with the contract documents. 3. Connections I Review 25%of truss connection plates for gauge thickness,size and location;review 25%of any nailing, bolting, anchoring and other fastening of components;review 25%of mechanical tie- down connections to prevent uplift;and review all truss component fit up and interconnections,for conformance the contract documents and Truss Plate Institute requirements in accordance with ANSI/TPI 1 Standard and the QAP-90 Manual. 4. Fabrication I Review 50%of prefabricated trusses for general conformance with the contract documents and Truss Plate Institute requirements in accordance with ANSI/TPI 1 Standard and the QAP-90 Manual. 5. Framing and Details I Review completed truss and supporting framing installation prior to concealment by surface finishes for compliance with details shown on the construction drawings and approved truss shop drawings including all connections to the supporting structure. Review 25%of all bearing points and all permanent bracing if required by fabricator and the architect or engineer of record. 6. Other CASE Form 101 9 Statement of Special Inspections • ©CASE 2004 • New York State 2010 COMcheck Software Version 4.0.6.2 Exterior Lighting Compliance Certificate Project Information Energy Code: 2015 IECC AUG �� Project Title: Lake George Rv Park Pavilion/Storage Bldg t 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 12804 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 184 ft of 0.7 Yes 129 Total Tradable Watts(a)= 129 Total Allowed Watts= 129 Total Allowed Supplemental Watts(b)= 600 (a)Wattage tradeoffs are only allowed between tradable areas/surfaces. (b)A supplemental allowance equal to 600 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 I Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. Walkway< 10 feet wide(184 ft of walkway length):Tradable Wattage LED 1:B:LED Roadway-Parking Unit 54W: 1 9 50 450 Total Tradable Proposed Watts= 450 Exterior • • • 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 acat ppli ` The proposed exterior lighting systems have been designed to meet the 2015 IECC requirements in COMcheck Ver ' 4 and to ply with any applicable mandatory requirements listed in the Inspection Checklist. Cts R2S 94610 PE /BOG` 3 2dl Name-Title Signature OF NEW Y Date �Q PNT H O/V 0 CC-000487-2017 � ,s 288.12-1-9.1 Lake George RV Park z 74 State Route 149 `' .f.1536 S Storage/Pavilion - �Fo oas>5� �� --- AROFESStONP� Project Title: Lake George Rv Park Pavilion/Storage Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_PavilionStorageBldg.cck Page 2 of 7 `,s COMcheck Software Version 4.0.6.2 Interior Lighting Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: Lake George Rv Park Pavilion/Storage Bldg 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 Allowed Interior Lighting Power A B C D Area Category Floor Area Allowed Allowed Watts (ft2) Watts/ft2 (B X C) 1-Seasonal(unheated)(Warehouse) 1536 0.66 1014 Total Allowed Watts= 1014 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. 1-Seasonal(unheated)_(Warehousel LED 1:B:LED Roadway-Parking Unit 54W: 1 16 47 752 LED 2:A:LED PAR 18W: 1 7 37 259 Total Proposed Watts= 1011 LightingInterior PASSES: Design 1 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 application.The proposed interior lighting systems have been designed to meet the 2015 IECC requirements in COMcheck Ve 'on 4.0.6.2 and to omply with any applicable mandatory requirements listed in the Inspection Checklist. c�R3fAB�i✓,PE ,�vG-3-z��7 Name-Title Signature Date ()F NEW Y �H O,/v k -N0Cr ��r le * A z cl,Fp ��OFESSIfl��P Project Title: Lake George Rv Park Pavilion/Storage Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_Pavilion5torageBldg.cck Page 1 of 7 8l/ COMcheck Software Version 4.0.6.2 Mechanical Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: Lake George Rv Park Pavilion/Storage 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=36 kBtu/h,Air-Cooled Condenser,No Economizer,Economizer exception:None Proposed Efficiency=16.00 SEER,Required Efficiency: 13.00 SEER Fan System: None 1 WH-1: Gas Storage Water Heater,Capacity:100 gallons,Input Rating:250 Btu/h Proposed Efficiency:80.00%Et,Required Efficiency:80.00%Et 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 Verson 4.0.6.2 and to comply with any applicable mandatory requirements listed in the Inspection Checklist, o i,111� 8 3�/3 Name-Title Sign a Date \ Or, 10Q1 �C i •zC,FScc}O�l; Project Title: Lake George Rv Park Pavilion/Storage Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_PavilionStorageBldg.cck 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 # Plan Review Complies? Comments/Assumptions & Reg.lD C103.2 Plans,specifications, and/or ❑Complies Requirement will be met. [PR2]1 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]1 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 [PR911 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: Y 1 High Impact (Tier 1) 2 ;Medium Impact(Tier 2) 3 'Low Impact(Tier 3) Project Title: Lake George Rv Park Pavilion/Storage Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV PavilionStorageBldg.cck Page 2 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 [F09]3 ❑Not Applicable Additional Comments/Assumptions: _.— 1 i High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Lake George Rv Park Pavilion/Storage Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_PavilionStorageBldg.cck Page 3 of 9 Section # Plumbing Rough-in inspection Complies? Comments/Assumptions C404.5, Heated water supply piping conforms ❑Complies Exception: Requirement does not apply. C404.5.1, to pipe length and volume ❑Does Not C404.5.2 requirements.Refer to section details. [PL6J3 ❑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 Exception: Requirement does not apply. [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 Pavilion/Storage Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_PavilionStorage8ldg.cck Page 4 of 9 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 [ME117]2 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. [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. [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 []Not Observable fans to 50%or less of design capacity. ❑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 1;High Impact(Tier 1) 2 Medium-impact(Tier 2) 3 1Low Impact(Tier 3) Project Title: Lake George Rv Park Pavilion/Storage Bldg Report date: 08/03/17 Data filename: GACLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV–PavilionStorageBldg.cck Page 5 of 9 Section # Mechanical Rough-In Inspection Complies? Comments/Assumptions &Re .ID 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 C404.2.1 Gas-fired water-heating equipment ❑Complies Requirement will be met. [ME111]2 installed in new buildings:where a ❑Does Not singular piece of water-heating equipment>= 1,000 kBtu/h serves ❑Not Observable the entire building,thermal efficiency ❑Not Applicable >=90 Et.Where multiple pieces of water-heating equipment serve the building with combined rating>_ 1,000 kBtu/h,the combined input- capacity-weighted-average thermal efficiency>=90 Et.Exclude input rating of equipment in individual dwelling units and equipment<= 100 kBtu/h. 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: 1 j High Impact(Tier 1) 2 :Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Lake George Rv Park Pavilion/Storage Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_PavilionStorageBldg.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. [FI8]3 ❑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 [F13813 []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 Requirement will be met. 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 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 2.2 backup ❑Not Observable [F140]3 ❑Not Applicable C404.3 Heat traps installed on supply and ❑Complies Requirement will be met. [1`I11]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. [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. (FI28]1 registered design professional or ❑Does Not approved agency. ❑Not Observable ❑Not Applicable C408.2.3. HVAC equipment has been tested to ❑Complies Exception: Unitary or packaged HVAC eqiupment without 1 ensure proper operation. ❑Does Not supply air economizers. [FI31]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 i 1 Hi h Impact(Tier 1) 2 Medium Impact(Tier 2) 3 l_ow Im act(Tier 3) - 1-g— F JM _. p - p _.. Project Title: Lake George Rv Park Pavilion/Storage Bldg Report date: 08/03/17 Data filename: GACLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_Pavilion Storage Bldg.cck Page 7 of 9 Section # Final Inspection Complies? Comments/Assumptions j &Re .ID C408.2.4 Preliminary commissioning report ❑Complies Requirement will be met. [FI2911 completed and certified by registered ❑Does Not design professional or approved ❑Not Observable agency. ❑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/orhydronic system ❑Complies Requirement will be met. 3 balancing report is provided for HVAC ❑Does Not [FI4311 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 [F130]1 receipt of certificate of occupancy. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 jHigh Impact(Tier 1) 1 2 iMedium Impact(Tier 2) 3 ;Low Impact(Tier 3) Project Title: Lake George Rv Park Pavilion/Storage Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV PavilionStorageBldg.cck Page 8 of 9 Project Title: Lake George Rv Park Pavilion/Storage Bldg Report date: 08/03/17 Data filename: G:\CLIENTS\PDG\PDG04 RV PARK\CommCheck\LGRV_PavilionStorageBldg.cck Page 9 of 9 i NEW YORK Department STATE OF OPPORTUNITY_ of Health ANDREW M. CUOMO HOWARD A.ZUCKER, M.D., J.D. SALLY DRESLIN, M.S., R.N. Governor Commissioner Executive Deputy Commissioner August 14, 2017 Scott Miller, RLA Sr. Landscape Architect CLA Site 58 Church St., Suite 200 Saratoga Springs, NY 12866 Re: Lake George RV Park— Facility#56-7002 Town of Queensbury, Warren County Dear Mr. Miller: The New York State Department of Health Glens Falls District Office has approved plans for site modifications at the Lake George RV Park located in the Town of Queensbury, Warren County. These plans correspond with the east side swimming pool, spa and recreational aquatic spray ground plans approved by this office on July 3, 2017. This plan approval is limited to swimming pool enclosure, mechanical room #2 onsite wastewater treatment system and swimming pool wastewater system. The plans are approved with the following conditions: 1. THAT the project is completed in complete conformance with the plans and specifications approved this day; 2. THAT all onsite wastewater treatment systems are designed, installed and operated in conformance with all State or Local regulatory requirements; 3. THAT a certification of construction compliance shall be submitted to the New York State Department of Health upon project completion. This certificate shall be prepared and signed by a professional engineer or registered architect, licensed to practice in New York State; and 4. THAT no modifications or additions be made until plans for such modifications are submitted to and receive the approval of the New York State Department of Health. A completed works inspection must be conducted prior to opening the swimming pool, spa and recreational aquatic sprayground to the public. If you have any questions, please do not hesitate to contact me at (518) 793-3893 or kristine.wheeler@health.ny.gov. Empire State Plaza,Corning Tower,Albany,NY 122371 health.ny.gov Sincerely, Kristine L. Wheeler, P.E. New York State Department of Health Glens Falls District Office 77 Mohican St. Glens Falls, NY 12801 Cc: Anita Gabalski, NYSDOH GFDO Town of Queensbury Code Enforcement Dave King, Lake George RV Park Empire State Plaza,Corning Tower,Albany,NY 122371 health.ny.gov FIRE MARSHAL'S OFFICE Town of Queensbunj 742 Bay Road, Queensbunj, NY 12804 " Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW LG RV Park Route 149 CC-000487-2017 8/14/2017 1586sf Storage / Pavilion 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 (A1.1) • 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 fireniarshal fteensbunjnet - mviv.queensburi/net