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2003-556
TO" 01JFU QUEENSBURY 742 BayRoad,Queensbury,NY 12804.5902 (518)761.8201 Community Development-Building&Codes (518)761.8256 CERTIFIC.,AITI E 0"F" OCCUPANCY Pem itNumber. P20010556 Date Issued: Monday,August 02, 2010 This is to certify that work requested to be done as shown by Permit Number P20030556 has been completed. Location: 239 MEADOWBROOK Rd CAMP Tax Map Number. 523400-296-016-0001-010-000-0000 Owner. GIRL SCOUTS OF NORTHEASTERN NY,INC. Applicants GIRL SCOUTS OF NORTHEASTERN NY,INC. This structure maybe occupied as a: New Commercial Building 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 12804-5902 (518)761-8201 Community Development-Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20030556 Application Number: A20030556 Tax Map No: 523400-296-016-0001-010-000-0000 Permission is hereby granted to: ADIRONDACK GIRLscOUTS For property located at: 213 MEADOWBROOK Rd CAMP in the Town of Queensbury,to constructor 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. Value Type of Construction Owner Address: ADIRONDACK GIRL SCOUTS New Commercial Building $700,000.00 213 MEADOWBROOK Rd Total Value $700,000.00 -LJRY,NY 12804 :hk I � QUEENS13 J Contractor or Builder's Name /Address'- Electrical'Inspection Agency HILLTOP CONSTRUCTION 47 WILLIAM STREET HUDSON FALLS, NY Plans&Specifications 2003-556 Temp. C/O issued until June 2005 4400 SQ FT OFFICE AS PER PLOT PLAN SPECIFICATIONS Mo 1.1 P $660.00 PERMIT FEE PAID-THIS PERMIT EXPIRES:ri T�41rhd—a—yyy—,�N.uv*ember 10'2006 Enforce (If a longer period is required,an application for an exicnsion,mJst be made,to the code Enforce of the Town of Queensbury before the expiration date.) Dated at the Town 4f Que 71) 17, 2003 SIGNED BY for the Town of Queensbury. Director of Building&,Code,Enforcement I TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804.5902 '(518)761-8201 Community Development- Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20030556 Application Number. A20030556 Tax Map No: 523400-296-016--0001-010-000-0000 Permission is li&eby granted to:, ADIRONDACK GIRL,SCOUTS For property located at: 213 MEADOWBROOK Rd CAMP 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'Queeaisbury Zoning Ordinance. Type of Construction Value Owner Address: ADIRONDACK GIRL SCOUTS 213 MEADOWBROOK_ Rd. New Commercial Building $700,000.00 QUEENSBURY,NY 12804 Total value $700,000.00 Contractor or Builder's Name l Address Electrical Inspection Agency HILLTOP CONSTRUCTION 47 WIL-LIAM STREET HUDSON FALLS,NY Plans &Specifications 2003-556 4400 SQ FT OFFICE AS PER PLOT PLAN SPECIFICATIONS $660.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Friday,December 17,2004 (If a longer per is required,an application for an extension must be made to the code Enforcement Officer Of the Town of Queensbury before the expiration date.) t ' Dated at the Town of Que bu , W e a. 'December 17,2003- = SIGNED BY for the Town of Queensbury:' Director of Building&Code Enforcement 1 - - ---Building Permit Application Town of Queensbury—Dept of Community Development, 742 Day Road, Queensbury, NY (518)761-8256 A permit must be obtained before beginning construction. Pen-nit File No. No inspection will be made until applicant has received a Fee Paid — valid building permit. All applicants' spaces on this Rec. Fee Paid application must be:completed and must appear on the Reviewed By: 0 application form. Lj 'Applicant: �5-f'�'.ua f iov7 Owner: Qi'PJ alou ;��co 4RY Address: Id, oqc5�Rf e Address: Y VQ Ln /�-(1,5 t_2RO 1-7 Phone#(5ZK)W- Phone 9 Email Address: Email Address: Property Location: Lot Number: House Number'-.a•�/ Subdivision Name: Tax Map Number: C3 New Building: residence /commercial Estimated Market Value of Construction:$ !7�z20 I100 Fir- Addition: residence rSo"er"a1\, If an Addition,wh ill use of new addition be? C3 Alteration: residencY4 co_.er—.Ma . — i�� Q No change to exterior size: residence com 11 E3 Other work(describe Check OccupancyInformation 1"Floor 2'd Floor Other floor Total Below sq.ft. sq.ft. sq.ft. Square Feet 0 Single family dwelling U Two family dwelling 13 Townhouse C3 Multifamily dwelling X4 #of units Office 0 Mercantile 0 Manufacturing Ej I car detached garage 0 2 car detached garage U 3 car detached garage EJ I car attached garage 0 2 car attached garage 13 3 car attached garage C3 Storage building- commercial U Storage building- residential 0 Other What is the proposed height of the structure�feet inches Will any second-hand or ungraded lumber be used? If so,for what? t l 0 Type of Heating System: electric/ oil t gas/wood /forced hot air/ baseboard/other: ganTl(-, Number of Fireplaces to be installed AD Number of.Woodstoves to be installed List below the person(s)responsible for super-vision of work as regards to building codes: Name Address Phone Number Builder Plumber Mason Electrician txN Declaration: please sign below after you have carefully read the statement: To the best of my knowledge the statements contained in this application,together with the plans and specifications submitted,are a true and complete statement of all proposed work to be done on the described premises and that all provisions of the Building Code,the Zoning Ordinance and all other laws pertaining to the proposed work shall be complied with,whether specified or noted,and that such work is authorized by the owner. Further,it is understood that I/we shall submit,prior to a Certificate of Occupancy or Certificate of Compliance being issued,as requested by the Zoning. - Administrator or Director of Building and Codes,an As Built Survey by a licensed surveyor;drawn-V_,_scale,showing actual loc.ation of all new construction. Signature: owner,pwner's,agent,architect,contractor BLDG.PERMIT N06� APPLICATION FOR A TEMPORARY CERTIFICATE OF OCCUPANCY A TEMPORARY CERTIFICATE OF O UP NCY is hereby requested for the property l located at; for the following uses: DATE SIGNATU OF APPLICANT' TEMPORARY CERTIFICATE OF OCCUPANCY The TEMPORARY CERTIFICATE,OF-OCCUPANCY is here-by -PPROVED ()DISAPPROVED with the followingconditions: 7oeqc�. TEMPORARY CERTIFICATE OF OCCUPANC_X'FEE: ( }$2 00 DEPOSIT: ( )$100.00 received on--f 1916 V, Date 6f I su nce L D' etor of Bldg. &. Code Enforcement TII IS TEMPORARY CERTIFICATE ,OF OCCUPANCY EXPIRES.,: Ukf e--- FROM THE DATE.OF ISSUANCE. NOTE: This Certificate is NOT VALID,unless signed by the Director of'Bldg. & Code Enforcement nor his designee. APPLICATION # PAGE 1 of 4 FLOODPLAIN DEVELOPMENT PERMIT APPLICATION U This form is to be filled out in duplicate. 1 G V FILE SECTION 1: GENERAL PROVISIONS (APPLICANT to read and sign): 1. No work may start.until a permit is issued. 2. The'permit may be revoked if any false statements are made herein. 3. If revoked, all work must cease until permit is re-issued. 4. Development shall not be used or occupied until a Certificate of Compliance is issued. 5. The permit will expire if no work is commenced within six months of issuance. 6. Applicant is hereby informed that other.permits may be required to fulfill IQ.cal,state and federal. regulatory requirements. 7. Applicant hereby gives consent to the Local Administrator or his/her representative to make reasonable inspections required to verify compliance. S. 1)THE APPLICANT, CERTIFY THAT ALL STATEMENTS HEREIN AND IN ATTACHMENTS TO THIS APPLICATION ARE, TO THE BEST OF MY KNOWLEDGE, TRUE AND ACCURATE. (APPLICANT'S SIGNATURE) M- DATE_5&� J SECTION 2: PROPOSED DEVELOPMENT (To be completed by APPLICANT) NAME ADDRESS TELEPHONE APPLICANT ., BUILDER- r7l LL7, ENGINEER' 7q 6-036? PROJECT LOCATION: To avoid delay in processing.the application, please provide enough.information to easily identify the project location. Provide the street address, lot number or legal description,(attach) and, outside urban areas, the distance to the nearest intersecting road or well-known landmark. A sketch,,'attaiched to this application showing the project location would be helpful. D-4 APPLICATION # PAGE 2 of 4 DESCRIPTION OF WORK Check all applicable boxes): A. STRUCTURAL DEVELOPMENT ACTIVITY STRUCTURE TYPE 690 ew Structure ❑ Residential (1-4 Family). ❑ Addition ❑ Residential (More.than 4 Family) ❑Alteration ❑ Non-residential (Floodproofmg? -❑ Yes) ❑ Relocation ❑ Combined Use (Residential & Commercial) 0 Demolition ❑ Manufactured (Mobile) Home (In Manu- ❑ Replacement - factur d Home Park? ❑ Yes) ESTIMATED COST OF PROJECT B. OTHER DEVELOPMENT ACTIVITIES: ❑.Fill ❑ Mining ❑ Drilling ❑ Grading ❑ Excavation (Except for Structural Development Checked Above) ❑ Watercourse Alteration (Including Dredging"and Channel Modifications)' ❑ Drainage Improvements '(Including Culvert Work) ❑ Road, Street or Bridge Construction ❑ Subdivision (New or Expansion) p Individual Water or;Sewer System ❑ Other (Please Specify)- After completing SECTION 2, APPLICANT should submit form to Local Administrator for review. SECTION 3: FLOODPLAIN .DETERMINATION To be completed by LOCAL ADMINISTRATOR The proposed development is located on FIRM Panel No.CV2419 Dated The Proposed Development: 0.Is NOT located in a Special Flood Hazard Area (Notify the applicant that the application review is complete and NO FLOODPLAIN,DEVELOPMENT PERMIT IS REQUIRED). Is located in a Special Flood Hazard Area. FIRM zone designation is' vAj-P, 14 Z . -100-Year flood elevation at the site is: Ft. NGVD (MSL) ❑ Unavailable ❑ The proposed development is.located in a floodway. FBFM Panel No. Dated ❑ See Sectio r additi n s ructions. SIGNED DATE 4, 5110 3 D-5 i APPLICATION # PAGE 3'of 4 SECTION 4:ADDITIONAL INFORMATION.REQUIRED (To be completed by LOCAL ADMINISTRATOR), The applicant must submit the documents checked below before the application can be processed: A site plan showing the location of all existing structures, water bodies, adjacent roads, lot dimensions and proposed development. ❑Developmentplans,drawn to scale,and specifications,including where applicable:details for anchoring structures,proposed elevation of lowest floor(including basement),types of water resistant materials used below:the first floor,details of floodproofmg of utilities located below the,first floor and details of enclosures below the first floor. Also, ❑ Subdivision or other development plans (If the subdivision or other development exceeds 50 lots or 5 acres,whichever"is the lesser,the applicant must provide 100-year flood elevations if they are not otherwise available). ❑ Plans showing the extent of.watercourse relocation and/or landform alterations. • Top of new fill elevation Ft. NGVD.(MSL). ❑ Floodproofmg protection level (non-residential only) Ft. NGVD (MSL). For floodproofed structures, applicant must attach certification from registered engineer or architect. Certification from a registered engineer,that,the proposed activity in a regulatory floodway Will not result in any increase in the height of the -gh e 100 year flood. A copy of all data and calculations supporting this finding must also be submitted. ❑ Other SECTION 5: PERMIT DETERMINATION-(.To be completedby�LOCAL ADMINISTRATOR) . I have determined that the proposed activity: A. Is B. ❑ Is not in conformance with provisions of Local Law # 2 ; 19%. The permit is issued subject to the conditions attached to and made part of thi rmit. SIGNED _ , DATE If BOX A is checked, the Local Administrator may,issue a Development Permit upon payment of designated fee. If BOX is checked, the Local Administrator will provide a written summary of deficiencies. Applicant may revise and resubmit an application to the Local Administrator or may request a hearing from the Board of. Appeals. D-6 A APPLICATION.# PAGE 4 of 4 APPEALS: ,Appealed to Board of Appeals? ❑ Yes 0 No , Hearing date Appeals Board Decision ---Approved? 13 Yes - 13 No Conditions SECTION 6: AS-BUILT ELEVATIONS Ta be submitted by APPLICANT before'Certificate"of Compliariee is issued :. The, following information must be provided'for project structures. ' This section"must bo.completed by a registered professional.engineer or a.,liceused land. surve or i(oi attach a;certification'to this'application). Complete,1 or 2 below. r, ' J. Actual.(A.s-Built)Elevation of the top of the lowest floor;'including basement(in Co t s High Hazard Areas,.bottom,of lowest structural member of the lowest floor, excluding piling and columns) is: FT.:NGVD (MSL). 2. Actual-(As-Built).Elevation of floodprbofing-protection is FT. NGVD (MSL).,. NOTE: Any work performed prior to.submittal of.the:above:information.is;at,the.risk,of'the Applicant. SECTION 7: COMPLIANCE ACTION (To be com lep ted by LOCAL ADMINISTRATOR)' "The LOCAL ADMINISTRATOR will complete;this section as'applicable based on inspection'oflthe projectao ensure compliance with the�.commimiWs local.law for Aood damage:prevention. . " 4 INSPECTIONS: .'DATE DEFICIENCIES? ❑ YES O.NO. DATE BY DEFICIENCIES? fit YE& DATE BY °°DEFICIENCIES? CI YES 13 NO SECTION 8: CERTIFICATE OF COMPLIANCE(To be completed by LOCAL ADMINISTRATOR) . Certificate of Compliance issued: DATE: BY: b-7 FEDERAL EMERGENCY MANAGEMENT AGENCY f .lUl.l NanQB��LIt)�7 NATIONAL FLOOD INSURANCE PROGRAM Expires Qftember 31 s 200 11 ELEVATION CERTIFICATE Important: Read the instructions on pages 1-7. SECTION A-PROPERTY OWNER INFORMATION For tnsirranrtfrpanyl# BUILDING OWNER'S NAME �ptio+Ptumbef Adirondack Girl Scouts BUILDING STREET ADDRESS(including Apt.,Unit,Suite,and/or Bldg.No.)OR P.O.ROUTE AND BOX NO. 9 Q1ii d19 1 IA10 W'.J 213 Meadowbrook Road CITY STATE ZIP CODE Queensbury NY 12804 PROPERTY DESCRIPTION(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) 296.164-10 BUILDING USE(e.g.,Residential,Non-residential,Addition,Accessory,etc. Use a Comments area,if necessary.), Nan-Residential LATIT.UDEILONGITUDE(OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑GPS(Type): {##° ##-##.##"or ##.###if#°} ❑NAD 1927 ❑NAD 1983 ❑USGS Quad Map ❑Other. SECTION BFLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1.NFIP COMMUNITY NAME&COMMUNITY NUMBER B2.COUNTY NAME B3.STATE Queensbury Warren NY B4,MAP AND PANEL B7.FIRM PANEL B9.BASE FLOOD ELEVATION(S) NUMBER B5.SUFFIX B6.FIRM INDEX DATE EFFECTIVEIREVISED DATE B8.FLOOD ZONE(S) (Zone AO,use depth of flooding) 360879 0026 B 7-16-84 7-16-84 A2 304.7 B10.Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in B9. ❑FIS Profile ®FIRM ❑Community Determined ❑Other(Describe): 1311.Indicate the elevation datum used for the BFE in 139:®NGVD 1929 ❑NAVD.1988 •❑Other(Describe):- B12.Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)?❑Yes ®No Designation Date SECTION C.BUILDING ELEVATION.INFORMATION.(SURVEY REQUIRED) C1.Building elevations are based on:®Construction Drawings* ❑Building Under Construction* ❑Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. `C2.Building Diagram Number I(Select the building diagram most similar to the building for which this certificate is being completed-see pages 6 and 7. If no diagram accurately represents the building,provide a sketch or photograph.) C3.Elevations—Zones MAX AE,AH,A(with BFE),VE,V1 V30,V(with BFE),AR,ARIA,ARIAS,ARAA1 A30,ARIAH,ARIAO Complete Items C3.-a-i below according to the building diagram,specified in Item C2.State the datum used.If the datum is different from the datum used for the BFE in Section B,convert the.datum to that used for the BFE.Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G,as appropriate,to document the datum conversion. Datum Conversion/Comments Elevation reference mark used RM 13,Does the elevation reference mark used appear on the FIRM? ®Yes ❑No a a)Top of bottom floor(including basement or enclosure) 306. 34 fL(m) o b)Top of next higher floor ft.(m) o c)Bottom of lowest horizontal structural member(V zones only) —ft.(m) - o d)Attached garage(top of slab) _ ft.(m) LU Ca o e)Lowest elevation of machinery and/or equipment AF " servicing the building(Describe in a Comments area) ft.(m) E o f)Lowest adjacent(finished)grade(LAG) 302.91 ft.(m) z m - - � o g)Highest adjacent(finished)grade(HAG) 303.. 77 ft.(m) o h)No.of permanent openings(flood vents)within 1 ft.above adjacent grade o i)Total area of all permanent openings(flood vents)in C3.h sq.in.(sq:cm) r SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation information. I certify that the information in Sections A,B,;and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code,Section 1001. CERTIFIER'S NAME Matthew C.Steves LICENSE NUMBER 50135 TITL-ELand Surveyor COMPANY NAME Van Dusan&Steves ADDRESS CITY STATE ZIP CODE 169 Haviland Road Queensbury NY 12804 SIGNATURE DATE TELEPHONE 11-20-03 518-792-8474 IMPORTANT: In these spaces,copy the corresponding information froin.Section A "Fliijrar� Y. k; BUILDING STREET ADDRESS(Including Apt.,Unit,Suite,and/or Bldg.No.)OR P.O.ROUTE AND BOX NO. ;::tic"; yjpW ... 213 Meadowbrook Road - CITY STATE ZIP CODE Crtlpatij:111f11NtUjtt?j' <t. '3',t : Queensbury NY 12804 SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION(CONTINUED) Copy both sides of this Elevation Certificate for(1)community official,(2)insurance agenUcompany,and(3)building owner. COMMENTS El Check here if attachments SECTION E-BUILDING ELEVATION INFORMATION(SURVEY NOT REQUIRED)FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zone AO and Zone A(without BFE),complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed, E1.Building Diagram Number 8(Selectthe building diagram most similarto the building forwhich this certificate is being completed-see pages 6 and 7.If no diagram accurately represents the building,provide a sketch or photograph.) - E2.The top of the bottom floor(including basement or enclosure)of the building is`ft.(m)-in.(cm)❑above or ❑below(check one)the highest adjacent grade. (Use natural grade,if available). E3.For Building Diagrams 6.8 with openings(seepage 7),the next higher floor or elevated floor(elevation b)of the building is _ft.(m)_in_(cm)above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4.The top of the platform of machinery andlor equipment servicing the building Is,_ft(m)_in.(cm)❑above or ❑below(check one)the highest adjacent grade. (Use natural grade,if available). E5.For Zone AO only: If no flood depth number is available,is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑Yes ❑No ❑Unknown. The local official must certify this information in Section G., SECTION F-PROPERTY OWNER(OR OWNER'S REPRESENTATIVE)CERTIFICATION The property owner or owner's authorized representative who completes Sections A,B;C(Items C3.h and C3.i only),and E forZoneA(without a FEMA-issued orcommunity- issued BFE)or Zone AO must sign here. The statements in Sections'A B,Q and E are correct to the best of my.knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS E]Check here if attachments SECTION G-COMMUNITY INFORMATION(OPTIONAL) The local official who is authorized by law or ordinance to administer the community s floodplain management ordinance can complete Sections A,B,C(or E),and G ofthis Elevation Certificate. Complete the applicable item(s)and sign below. G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor,engineer,or architect who is authorized bystate !_ or local law to certify elevation information: (Indicate the source and date of the elevation data in the Comments area below.) G2.❑A community official completed Section E for a building located in Zone A(without a FEMA-issued or community-issued BFE)or Zone AO. G3.❑The following information(Items G4-G9)is provided for community floodplain management purposes. G4.PERMIT NUMBER G5. DATE PERMIT SUEP G6. DATE CERTIFICATE OF COMPLIANCE10CCUPANCY ISSUED G7.This permit has been issued for.❑New Construction ,/Su tantial Improvement G8.Elevation of as-built lowest floor(including basement)of the building is: --?i (m) Datum: G9.BFE or(in Zone AO)depth of flooding at the building site is: 3cL/.Z fL(im) Datum: LOCAL OFFICIAL'S NAM / f TITLE c /!'e COMMUNITY NAME TELEPHONE SIGNATURE / DATE COMMENTS / C6 CcVr d� 1.11✓¢�4 /a/.��� c 2 0%.i�r_�n/J,.vt� <�2 21r�✓t� T� 'F DRAFT COPY (3/21103) CHECKLIST NYS BUILDING.'CODE(BC) Building: 5c441 NYS FIRE CODE(FC) NYS PLUMBING CODE (PC) , Location: - �s��,�,r;t NYS MECHANICAL CODE(MC) NYS FUEL GAS CODE(FGC) Dater NYS ENERGY CODE (ECC) Reviewer. Publication Date: May 2002 COMMERCIAL& MULTIPLE DWELLING OCCUPANCIES No. Topic Code Page Required Actual Section No: or Allowed 1 Jurisdiction BC-101.2 1 2 Flood Plain 130-1603.1.6 285 def . I C 3 Separated or Nan-Separated BC-302.3. 18 Occupancies` 4 Occupancy BC-302 17 5 Type of Construction BC-Table 601 81 CILILb 6 No, of Sleeping Units/Level BC-202 14& No. of Units--Total " 31 No. of Occupants BC Table 1003.2.2.2 201 7 Covered Malls BC-402 '33, . Hi-Rise (75'Rule) BC-403 36 Atriums BC-404 37 8 ---Basement Definition BC-502.1' 71 (See page 8 of this check list) Legend: NR= Not Required NS = Not Shown NA= Not Applicable Note: * Non-separated occupancies impose the most restrictive requirements JAM Page 1 of 10 No. Topic Code Page Required Actual Section No. or Allowed' 9.. Heights& Building Areas Maximum Tabular Area .BC-Table 603 72 Maximum Tabular Height BC-Table 50'3 72 Maximum Stories BC-Table 503 72 Mezzanines BC-505 73 10. Sprinkler System (water) BC-903 168 Basement Sprinkler BC-903.2.10.1 170 Water Source Sprinkler BC-903.3.5, 172 Water Source Site FC-508.1 31 11. Frontage&.Spnnkler"Credits Area Modifications (calc) BC-506 74 Height Modifications BC-504 73, 12. Height&Area Summary: Ht/Area Ht/Area Tabular Area BC-Table 503 72 Frontage Credit BC-506 74 Sprinkler,Credit BC-506.3 75 Total Allowable Area Max Aggregate Area BC-503.3 73 (Allowable Area/Fir. x No. of Stories up to 3 maximum) 13. Fire Apparatus Road FC-503.1 29 ok (IW rule) lQ 6C. 9084; 3 14. Exterior Walls Distance Separation* BC-Table 602 82 Exterior Wail Openings BC-Table 704.8 87 Parapets BC-704.1.1 '88 Exterior Wall Coverings' RC-Table 1405.2 257 Exterior Wall Finishes BC-Table 1406.2 261 Combustible * Distance separations are doubled if fire fighting water is not available (FC-508.1.3). NOTES; JAM Page 2 of 10 V ' No. Topic Code Page Required Actual section No. or Allowed, 15. Fire Rated Construction Incider)tal Use Areas BC-Table 302.1.1 17 / l Accessory Occupancy BC-302.2 18 Mixed Occupancy BC-Table 302.3.3 19 'Control Areas BC-414.2- 52 Fire Walls BC=705 89 Fire Barrier .BC-706 91 -Shaft Enclosure BC-707 92 Fire Partition (Tenant Sep.) BC-708 95 Smoke.Barriers BC-7.09 96 Opening Protectives BC Table 714.2 .101 Fire Blocking 80-716 107 Draft Stopping BC-716.3 108cr 16. Space 14_ tL �kc es)a-CAP I - f, zOB 2S� Min. RrnDimensions '� `" BC-1207.1 251 Min. Ceiling Height`,. BC-1207.2 251 17. Ventilation (Nat. or.Mech.) BC-1202.1 249 18. Light-(Nat. or Mech.) BC-1204.1 -250 19. Exits Remov t,00 ` � Ioogjj_z J a18 Occupancy Load BC Table 1003.2.2.2 201 One Exit Permitted BC Table1005.2.2 224 Stair Enclosure BC-1005.3,2 224 Emergency Egress BC-1009.1 235 Distance of Travel BC-Table 1.004.2.4 220 Aisle Width BC-1004.3.1.1 221 Corridor Width' BC-1004.3.2.2 221 . Capacity of Exits(ca1c.)_ BC-Table 1003.2.3 202 Corridor Wail-Fire Rating- BC-Table1004.3.2.1 222, Corridor Dead End BC-1004.3.2.3 222 Door Width BC-1 003.3.1.1 208 Door Swing BC-1003.3.1.,2 208 Panic Hardware '9C-1003:3.1.9' 213 20. - Stairs. Riser BC-1003.3.3.3 213 Tread BC-1003.3:33 213 Width BC-1003.3.3.1 ' 213 Ok Headroom BC-1003.3.3.2 213 Vertical Rise BC-1003:3.3.6 215 Handrails BC-1003.3.3.1.1 215 Asa 12-1 1-114. LQJ. j 1C 1003.3,3(a a s JAM G Page 3 of 10 No Topic Code Page Required Actual Section No. or Allowed 21. Structural Snow, oading—Ground BC Fig 1608.2 296 Snow Loading—Roof(cald.). ASbE-7-98 Drifting Snow BC-1608.7 295 Ponding BC-1608.3.5 295 Floor Loading BC Table 1607.1 291 Balcony Loading BC-Table 1607.1 291 lJ Wind Loading (talc.) -BC-1609 . 297 Roof Walls Windows Seismic Loading (cald.) BC-1614 315 Foundation.,Depth BC-1 805.2 .398 22. interior Finishes BC-Table 803.4 161 23. Swimming Pools BC-3109 629 24. Sun Rooms BC Appendix 1 693 25. Electrical Exit Lights or Signs BC-1003.2.10 203 Emergency Lights BC-1003.2.11.2 204 Emergency Power BC-2702 611 General Lighting-Exits-Stairs -BC-1003.2.11 204 to k 26. HC ACCESS Exempt Buildings BC-1 104.4 238 Parking BC-Table 1106.1 239 Route BG-1 104.1 . 238 Entrance BC-1 105.1 239 #of Sleeping Rooms BC-Table-11 07.6.1.1 -241 nr #of Dwelling Units BCA 107.6.2 241 Toilet Facilities -BC-1 109.2 244 Service Counters BC-1 109.12.3 246 Areas of Refuge BC-1 003.2.13.5 207 Signage Supplemental HC Req'mts Appendix E 681 27. SPECIAL INSPECTIONS BC-1704 379 Notes: oil.e dm JAM Page 4 of 10 No. Topic Code Page Required Actual Section No. or Allowed 28. Fire Protection Equipment CentrqI Station Monitoring FC-901-9 . 52 Sprinkler Systems FC-903 55 Other Extingushing Syst. FC-904 59 Kitchen Hood Extinguisher FC-609.8 41 Standpipe Systems FC-905 62 Fire Extingushers FC-906 64 Fire Alarm Systems &SD FC-907.2 66 ' Fire Alarm.Boxes+72aVef FC-907.4-1 W?-9 72;73 Smoke Detection FC-907.2.10 68 Hi-Rise Fir6 Safety FC-907.2.12 69 Visible Alarms FC-Table 907.10.1.2 73 Smoke Control FC-909 75 Smoke Vents FC-910 82 Fire Pumps FC-913 . 85 291. Plumbing.Code Fixture Count PC-Table 403.1 21 Pkja F"kp, -3�,rufc-t S7,k Water S ply Service Pipe Size PC-603 33, Fixture Pipe,Size PC-603.1 , 33 Pipe Material PC-Table 605.4 36 Labor Law Art. I O-A UFPBC-904.6 12,340 Pipe Insulation See Energy Code Backfiow Prevention PC-Table 608.1 41 Sprinkler System PC-608.16.4 44 Lawn Irrigation PC-608.16.5 44 Pipe Freezing PC-305.6 14 Sanitary Drainage Drain Pipe Size PC-Table 709.1 54 Drain Pipe Material PC-702 47 Labor Law Art. I O-A UFPBG-904.6 12,340 Vent Size PC-Table 910.4 63 Pipe Hangers PC-Table 308.5 17 Air Admittance Valves PC-917 67 Notes: JAM Page 5 of 10 No. Topic Code Page Required Actual Section No. or Allowed - 30. Mechanical Code Ventilation Rates -MC=Table 403.3 24 Propane Below Grade MC-502.8.10.1 31 Dryer Exhaust MC-504 33 Kitchen Exhaust MC-506 34 Kitchen Hoods MC-567 37 Kitchen Make-Up Air MC-508 39 Chimney Termination MC-Table 511.2 41 Air Plenums MC-602 '47 Fire&Smoke'Dampers. MC-607-5-1 52 Combustion Air MC-701 55 Confined Spaces-Def. MC-202 5 31. Fuel Gas Code Appliance Location FGC-303 18 Combustion Air FGC-304 19 Clearance to Combust. FGC Table 308.2 25 Pipe Material FGC-403. 46 Shut Off Valves FGC-409 53 ,Chimney Termination FGC-Fig. 503.5.4 63 Gas Vent Termination FGC-Fig. 503.6.6 65 Exit Terminal Location FGC-503.8 68 Clothes Dryer Exhaust FGC-613 96 Unvented Room.Heaters FGC-620 99 32. Energy Code Prescriptive Method ECCC-Table 602.1(1) 50 High Truss Credit ECCC-602.1.2 51 Pipe Insulation-Heating ECCC.-Table 503.3.3.1 44 Duct insulationiHeating ECCC Table 503.3.3:3 45 Pipe Insulation-Hot Water ECCC Table 504.2 47 HWH Heat Trap -ECCC-5041 - 47 COMcheck Computer Software Compliance Report Required Notes: JAM 00 p- # C, ..l t� ®� Page 6 of 10 LIST OF CALCULATIONS THAT MAY BE REQUIRED FOR A COMPLETE CODE REVIEW. 1. Area Iperease Based Upon Frontage And Sprinkler Increase. Frontage' ncrease: If= I 00(F/P-0.25)W = Answer in % 'id Note: If=75%when 4 sides accessible&water available Allowable Area: Aa=kb].+ (AL x,b +L&bl"xl =Answer in Square Feet (BC—Pg. 74) 100 100 2. Exit Capacity Calculations (Table 1003.2.3)(BC-Pg. 202) (Occupancy Load for Exit)x(Egress Width-per Occupant) (Required Width) 3. Snow Loading Calculations. (ASCE 7-98)(Eq. 7-1)(pg-69)& (Eq. 7-2)(pg-70) (ASCE =American Society of Civil Engineers) Pf=0.7C.CtIP9= Flat Roof Snow Load Where: Pf= Flat Roof Snow Load (Calculated Above,Answer in#per SF) Ce= Exposure Factor (BC-Table 1608.3.1)(Pg. 297) 'Ct Thermal Factor', (BC Table 1608.3.2)(Pg.297) I = Importance Factor (BC-Table 1604.5)(Pg. 287) P9= Ground Snow'Load (13C Fig. 1608.2)(Pg.296) P,=CPj= Sloped-Roof Snow Load Where: P$= Sloped-116of Snow Load C,= Roof Slope Factor (ASCE 7-98)(Pg. 70) 4. Wind loading calculations. (Refer to Chapter 6 of ASCE 7-98) 5. Seismic Calculations. (Seepage 10 of this list) 6. COMCheck calculations (For verification of compliance With the Energy-Gode) JAM Page 7of 10 M 8. GRADE PLANE: A reference plane representing the average of finished ground level. adjoining the building at exterior walls.Where the finished ground level slopes away from the w exterior walls,the reference plane shall be established by the lowest points within the area between the building and the lot line or,where the lot line is.more than 6 feet from the building, between the building and a point 6 feet from the building. 9. MEZZANINE: An intermediate level or levels between the floor and ceiling of any story with an aggregate floor area of not more than 113rd of the area of the room or space in which the level or levels are located. (Mezzanine area does not contribute to the building area or the height in stories but does contribute to the fire area, aggregate area).. 10. SMOKE BARRIER: A continuous membrane, either vertical or horizontal,such as a wall, floor, or ceiling assembly,that is designed and constructed to restrict the movement of smoke. (Required to have a 1 hr Are rating). 11. STORY ABOVE GRADE PLANE: Any story having its finished floor surface entirely above grade plane, except that a basement shall be considered as a story above grade plane where the finished surface of the floor above the basement is: 1. More than 6 feet above grade plane or 2. More than 6 Meet above the finished ground level for more than 50%of the total building perimeter or 3. More than 12 feet above the finished ground level at any point. JAM Page 9 of 10 Dept_ of Co3-r�mtZn?ty DE.velopmerit 742 IE3 ay ]R-c>-tcl NAME: G7i x::L so Wsurvey bas been +S� Firxa:l �►u-r-v�:y Plot Plan The attached final received -by the Dept_ 4c>JC the sLYrve Ilas 0IRIGIN ®t-c T® 2004 —ft FEDERAL EMERGENCY MANAGEMENT AGE p (IFF�SBU NATIONAL FLOOD INSURANCE PROGRAM YD C BO Y ELEVATION CERTIFICATE Important: Read the instructions on pa2es I -7. SECTION A-PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number Adirondack Girl Scouts BUILDING STREET ADDRESS(including Apt.,Unit,Suite,and/or Bldg.No.)OR P.O.ROUTE AND BOX Na. Company NAIL Number 213 Meadowbrook Road CITY STATE ZIP CODE Queensbury NY 12804 PROPERTY DESCRIPTION(Lot and Block Numbers,Tax Parcel Number, Legal Description,etc.) 296.16-1-140 BUILDING USE(e.g.,Residential,Non-residential,Addition,Accessory,etc. Use a Comments area,if necessary.) Non-Residential LATITUDE/LONGITUDE(OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS(Type):_ { ##°-##'-##.##" or ##.###W) NAD 1927 NAD 1983 USGS Quad Map Other: A} SECTION B -FLOOD INSURANCE RATE MAP (FIRM) INFORMATION - B1.NFIP COMMUNITY NAME&COMMUNITY B2.COUNTY NAME B3.STATE NUMBER Warren NY Queensbury B4.MAP AND B7.FIRM PANEL B9,BASE FLOOD PANEL NUMBER B5.SUFFIX B6.FIRM INDEX EFFECTIVE/REVISED DATE B8.FLOOD ELEVATION(S)(Zone AO, 360879 0026 B DATE 7/16/84 ZONE(S) use depth of flooding) 7/16/84 A2 304.7 B10. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in B9. FIS Profile FIRM Community Determined Other(Describe): 1311. Indicate the elevation datum used for the BFE in 139: NGVD 1929 NAVD 1988 Other(Describe): B12. Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? Yes No Designation Date SECTION C -BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings* Building Under Construction* Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1 (Select the building diagram most similar to the building for which this certificate is being completed-see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations—Zones Al-A30,AE,AH,A(with BFE),VE,VI-V30,V(with BFE),AR,AR/A,AR/AE,AR/A1-A30,AR/AH,AR/AO Complete Items C3.-a-i below according to the building diagram specified in Item C2.State the datum used. If the datum is different from the datum used for the BFE in Section B,convert the datum to that used for the BFE.Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G,as appropriate,to document the datum conversion. Datum_ Conversion/Comments_ Elevation reference mark used_Does the elevation reference mark used appear on the FIRM? Yes No ❑ a)Top of,bottom floor{including basement or enclosure) 306. 15ft.(m) ❑ b)Top of next higher floor ft.(m) ^_•! = =, .� ❑ c)Bottom of lowest horizontal structural member(V zones only) ❑ d)Attached garage(top of slab) ❑ e) Lowest elevation of machinery and/or equipment = F '; '' ',r servicing the building(Describe in a Comments area) - ❑ f)Lowest adjacent(finished) grade(LAG) 302. 91 ft.(m) ❑ g) Highest adjacent(finished)grade(HAG) 305 `ft.(m) ❑ h) No.of permanent openings(flood vents)within 1 ft.above adjacent grade _ ❑ i)Total area of all permanent openings(flood vents)in C3.h—sq. in.(sq.cm) SECTION D -SURVEYOR, ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer,or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. SECTION E-BUILDING ELEVATION INFORMATION(SURVEY NOT REQUIRED)FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A(without BFE),complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number_(Select.the building diagram most similar to the building for which this certificate is being completed —see pages 6 and 7. If no diagram accurately represents the building,provide a sketch or photograph.) E2.The top of the bottom floor(including basement or enclosure)of the e-building is 5 fL(m) 10in.(cm) above or below(check one) the highest adjacent grade. (Use natural grade,if available). E3. For Building Diagrams 6-8 with openings(see page 7),the next higherfloor or elevated floor(elevation b)of the building is _ ft.(m)_in.(cm)above the highest adjacent grade. Complete items C3.h and'C3.i on front of form. E4.The top of the platform of machinery and/or equipment servicing the building is_ft.(m)_in.(cm) above or below(check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. :SECTION F-PROPERTY OWNER(OR OWNER'S REPRESENTATIVE)CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B,C(Items C3.h and C3J only),and E for Zone A(without a FEMA-issued or community-issued BFE)or Zone AO must sign here. The statements in Sections A,B, C, and E are correct to the best of my knowledge.. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME Van Dusen&Steves ADDRESS CITY STATE ZIP CODE 169 Haviland Road Queensbury NY 12804 SIGNATURE DATE TELEPHONE 12/03/04 518-792-8474 COMMENTS Check here if attachments SECTION G-COMMUNITY INFORMATION(OPTIONAL) The local offiiciawho is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A,B,C(or E),and G of this Elevation Certificate. Complete the applicable items)and sign below, G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor,engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation'data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A(without a FEMA-issued or community-issued BFE)or Zone AO. G3. The following information.(Items G4-G9)is provided for community floodplain management purposes. G4.PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE'OF U S5 COMPLIANCE/OCCUPANCY ISSUED IZ a 7 G7.This permit has been issued for: New Cons ruction ` Substantial Improvement. �. G8. Elevation of as-built lowest floor(inclu 1 ent)of the building is: -3(}(o.1J. ft.(m). Datum:_ G9. BFE or(in Zone AO)depth of flooding at the building site is: 30%2•_fQm) Datum: LOCAL OFFICIAL'S NAM TITLE u N A¢c,it COMMUNITY NAME A TELEPHONE 1, SIGNATURE DATE COMMENTS Check here if attachments Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection request received: Queensbuiy Building&Code Enforcement W Arrive: am/pm Depart: am/pm 742 Bay Road,Queensbury,*NY 12804 Inspector's Initials: NAME: A 4 k (,);f'j i Q PERMIT LOCATION: J`c4 DATE: COMMENTS: eq e—)cf x Y N NA Chimney/"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete �j�, /'1 ���f �1 Exterior Finish/Grade Complete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in.Platform/Decks Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in./Step Risers 711/Treads 1111 Vestibules For Exit doors>3000 sq. ft. All Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36 (w)x 44"(])/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator(18")Above Grade Floor Bathroom Watertight/Other Floors Okay Relief Valve,Heat Trap/Water Temp.110 Degrees Maximum Boiler/Furnace Enclosure I hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), I 1/2doors > 10%> 1000 sq.ft. 3/41-Iour Corridor Doors&Closers Firewall's Fire Separation,2 Hour,3 Hour Complete/Fire Dampers Fire Doors Ceiling Fire Stopping, 3,000 sq. ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan,if required Elevator Operation and Signage/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Signage Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in.,Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond [Both sides] Active Listening System and Signage Assembly Space Final Electrical Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if reg. As-built Septic System La out Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 20'wide Okay To Issue Temp, or Permanent C/O Okay To Issue C/C L:\Building&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.doc Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: W am/ Depart: am/pm 742 Bay Road,Queensbury,NY 12804 Inspector's Initials:' NAME: jy k 61 r� 5' PERMIT#: LOCATION: / Z t'YI�,��.D� 4DATE: -L L,�J a 1 f j &)i C i COMMENTS: � rn Y N NA Chimney/"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish/Grade Complete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in. Platform/Decks Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in./Step Risers 7"/Treads 11" Vestibules For Exit doors>3000 s . ft. All Doors 36 in. w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36(w)x 44"(1)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator Q8" Above Grade Floor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water'Temp. 110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 %z doors > 10%> 1000 s .ft. 3/4 Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping, 3,000 s . ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan,if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond[Both sides] Active Listening System and Si age Assembly Space Final Electrical Site Plan/Variance required Final Survey,New Structur Flood PIain certification,if re As-built Septic S stern La outs / Building Number or Tenant Address on Building or Driveway �Jh Ckc, Water Fountain or Cooler Building Access All Sides b ,20-f )Tiveable Surface 20'wide 4J �e ` fi Oka To Issue Tem . or ermanent �Vle Okay To Issue C/C L:\Building&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.doc DEED REFERENCE, N Z JOHN & PAULINE GAFFNEY � o TO v ADIRONDACK GIRL SCOUT COUNCIL m of O DATED OCTOBER 21, 1948 — �_ RECORDED OCTOBER 26, 1948 LANDS N/F OF MAGNETIC ZIN U z W BOOK 270 PAGE 529 - BAY MEADOWS GOLF CLUB p� o CEI VED o m o 1� DEC 0 3 2004 Q z TOWN OF QUEENSBURY BUILDING ANCI D COpE 1 � N x .— Op N .- O Z a L) 0 0 N14 3,9 56� E-4 z f w +�' lOgO 1.4 00> b 3 V �j iN /j k 00 o a a CIS o* °L o o o N Q F o ry 300 \ \ 305 FRIENDSHIP 1 \ OA 1 AREA �� �Ise,i 13.53 acres .q 99 \ CJ pis LANDS N/F OF MACDONALDjig Rii;y /ARKt �. U1 o BENCHM ,= w = a - N! ./ RR SPI /= IN 18" Pl ' o I ~ V.= 306.& 1 .Nn1 Av cn 00 300 305 \ w LANDS N/F OF -500 I► // Sl� o� :* COLANGELLOlr-30 w ,/ '� f H 110U \ I BRO0 \ '`> ROCK LEDGE� , ! , i DECK � FF=:306.17' \ � �\�� ` � \ti. ��_-..` ` 04 \ o I 4' / 1 STORY WOOD FRAM _ BENCHMQ \\ \ \ 3033p� 1 \ M BUILDING (UNDER I SPIKE IN '�0'� / Jl ( + // \\ 302 ti CONSTRUCTION) TWIN BASSWOOD/ ` \ / r 301 J ` 1. CQ ELEV.= 303.547 30 _ v \ \r \ — 301 \ , 300 I V1 \ F 50.09' o c \ .15 S0 J ` z48W cly v 7.04 � -� z 43 BpnOM Or \\ s Tn ROCK D\ - `� V 1 o S 132.30 c£ W z S06 57'10"w C � o A u 1'"I CDr ADOjVBR)O 568.19'0 © .i, S06 43'1 3"yy ROADV 1 0 x° � '7 t� a CQ co Co -� Date JANUAW 10, 2002 scale r-w S- 1 SHEET 1 OF 1 DWG. NO. 92073 D-451 Commercial Final Inspection Report Office No.: (518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/pm Depart: am/pm 742 Bay Road,Queensbury,NY 12804 Inspector's Initials: NAME. \ PERMIT#: �{ LOCATION: R DATE: COMMENTS: Y N NA Chimney/"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish Grade Complete 6"in 10' or Equivalent 1 Interior/Exterior Guardrails 42 in.Platform/Decks ` Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in./Step Risers 711/Treads 11" Vestibules For Exit doors>3000 s .ft. All Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36(w)x 44"(1)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator 18")Above Grade Fluor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water Temp.110 Degrees Maximum Boiler/Furnace Enclosure 1 hr.or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft.or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stocicroorn/Storage/Receiving/Shipping Room(2 hr.), 1 'h doors >10%>1000 s .ft. 3/a Hour Corridor Doors&Closers t Firewalls/Fire Separation,2 Hour,3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping,3,000 s .ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan,if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in.,Checkout 36" Handicapped Ram /Handrails Continuous/12 in.Beyond Active Listening System and Signage Assembly Space Final Electrical Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if reg..... As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler � J Building Acce 1 Sides by 20'/Driveable Surface 20'wide T Olmy To Issu T r Permanent CIO Okay To Issue Last printod 6/3/2003 9:27 AML:\PamW\Building&Codes\Commercial Final Inspection Report.doe Town of Queensbury Fire Marshal's Office 742 Bay Road Queensbury, NY 12804 Phone (518) 761-8205 Fax(518) 745-4437 Fire Marshal's Inspection Report Request r SCHEDULE L� Received: Permit# , 5� INSPECTION ON: 12-Z, a e Name: dC,• (�I( L c�C 0 U S f l 0 AM PM ANYTIME Location: oadp U4;Vivoe APPROVED N/A YES NO COMMENTS EXIT ACCESS EXIT ENCLOSURE EXIT DISCHARGE MAIN AISLE WIDTH SECONDARY AISLE WIDTH EXIT SIGN-NORMAL EXIT-SIGN-BATTERY EMERGENCY LIGHTING �0����? FIRE EXTINGUISHER HUNG 11� (� FIRE EXTINGUISHER t f v INSPECTION FIRE EXTINGUISHER HYDRO FIRE ALARM SYSTEM FIRE ALARM -FAN SHUTDOWN FIRE SPRINKLER SYSTEM FIRE SUPPRESSION-KITCHEN FIRE SUPPRESSION-GAS ISLAND HOOD INSTALLATION INTERIOR FINISHES .., STORAGE _ COMPRESSED GAS--. CLEARANCE TO SPRINKLERS CLEARANCE TO ELECTRICAL ELECTRIC WIRING ENCLOSED COMBUSTIBLE WASTE VEHICLE IMPACT PROTECTION FIRE LANE F.D.SIGNAGE-UTILITY ROOMS NO SMOKING SIGNS MAXIMUM OCCUPANCY SIGN EMERGENCY EVAC PLAN OK THIS DATE OK FOR CO NOT OK INSPECTED 13Y COMDEN/CHRISJIWORDILETTERS20011FIREMARSHALINSP IONREPORT11022001 WHITE-BUILDING DEPARTMENT COPY YELLOW-OCCUPANT COPY PROTECTION SYSTEM NEW YORK FIRE & SIGNAL CORP. INSPECTION REPORT 4 Glens Falls Technical Park Glens Falls, NY 12801 DATE OF ORDER.s� WORK ORDERED BY (518)798-9551 P! �i ORDER TAKEN BY PHONE Fax(518)792-5199 P.O.NO. JOB NAMEINO. JOB LOCATION INSTALLATION DATE LAST INSPECTION ! INVOICE DATE JOB PHONE - INSPECTION SYSTEM EQUIPMENT MANUFACTURE INFORMATION Q Q" ' C'si >' a i, -r T tq a �-:, SYSTEM INSTALLER r''\ R.O.R. Fixed Heat ,�? SYSTEM APPLICATION qt"� Photoelectric TYPE OF SYSTEM s, ` Ion Z- I 1 !17rPW a� Duct MAINTENANCE PROGRAM BY Flame 1 CALL UST UP TO DATE Manual r� _ Yes NoAj :0- Cross Zone REMARKS Single Zone i Contacts Motions " Photobeams ..: ..i'r :, '* CONTFIOL PANEL sY AGENTTAhtK i COMMUNICATIONS DE1fICES Water Flow Low Air A.C.Voltage 2 l Weight „ A.C.Voltage ---- > Sprinkler Tamper D.C.with Load '1 Last Hydro D.C.Voltage t D.C.without Load t t� Gauge ['ressiJ�,re D.C.without Load r. Air Hand. + Serial# ti- Door Release ` Duct Damper , Equipment Shutdown W= A.C.Voltage D.C.Voltage Battery Detection CircuitX '-0 Audible Circuit == Remote Activation LS y. Audible Devices e/ Visual Devices m L/ :4 Pre.Discharge ; Signs As Needed Selector Valves =.r f Piping :. Nozzles , .:w Tanks ' + y, c? ! INNS/Pr�EC�TOO�R Gauges x; Piston Activator O'SYSTEM FUNCTIONAL 1 hereby acknowledge the satisfactory completion .� Solenoid ,i of the above described work. ❑ SYSTEM NON-FUNCTIONAL Manual Release Time Delay E = Remote Station Trans. DISCREPANCIEg ❑ NOTED ABOVE S m' Digital Dialer "qx Voice Dialer wx Phone Line , Signature(Title), Date Commercial Final Inspection Report 0 YV-11 Office No.: (518)761-8256 Date Inspection request received: 1 U4 OY Queensbury Building&Code Enforcement Arrive: }, d am/pm, am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initials: NAME: WIL - ' m d�t'� G - G,i ( SC u0TARMIT#: ZW S l(J iR ` � DATE:LOCATION: (1 t- COMMENTS: i Y N NA Chimney/"B"Vent/Direct Vent Location T Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish Grade Complete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in. Platform/Decks Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in./Step Risers 7"/Treads 11" Vestibules For Exit doors>3000 s .ft. All Doors 36 in.wlLever Handles/Panic Hardware, if required Exits At Grade Or Platform 36 (w)x 44" 1)/Canopy or Equiv. f Gas Valve Shut-off Exposed&Regulator 18")Above GradeG�` Floor Bathroom Watertight/Other Floors Oka _ s 1� g1"Ic" A'. o Relief Valve,Heat Trap/Water Temp.110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion �G c. Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft.or Within Line Of Site Oil'Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 '/2 doors >10%> 1000 s .ft. Y4 Hour Corridor Doors&Closers Firewalls/Fire Separation, 2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors 'Ceiling Fire Stopping, 3,000 s . ft. Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24' V e-0 Smoke Vents Or Fan,if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond Active Listening System and Signa e Assembly Space n r� Final Electrical -J/ Site Plan/Variance required sS�e,S Final Survey,New Structure/Flood Plain certification,if reg. -� -� As-built Septic System Layout Required or On File ff 11 Building Number or Tenant Address on Building or Driveway Z,`lcfi,J- Water Fountain or Cooler � I`� � Building Access All Sides by 20' /Driveable Surface 20'wide 9kay To Issu em or Permanent CIO Okay To Issue Owl, Last printed 6/3/2003 9:27 AML:\PamW\Building&Codes\Commercial Final Inspection Report.doc /�j �+z(4Ji.fti.► Town of Queensbury Fire Marshals Office 742 Bay Road - - Queensbury, NY 12804 Phone (518) 761-8205 Fax(518) 745-4437 Fire Marshal's Inspection Report Request SCHEDULE Received: —Permit# A02 INSPECTION ON: Name: IA& �lrj, SeQ94 I AM M ANYTIME Location: APPROVED N/A YES NO COMMENTS EXIT ENCLOSURE EXIT ACCESS t— 'L,�,�t- i N 0� Q Y,,G"44 --EX—IT DISCHARGE MAIN AISLE WIDTH Ix SECONDARY AISLE WIDTH EXIT SIGN-NORMAL EXIT SIGN-BATTERY EMERGENCY LIGHTING Vkfq 4 w,, 9 51-tl ry-\ FIRE EXTINGUISHER HUNG FIRE EXTINGUISHER >( INSPECTION FIRE EXTINGUISHER HYDRO RoT f ut t FIRE ALARM SYSTEM FIRE ALARM -FAN,SHUTDOWN T(n_el A. Al 11.1 FIRE SPRINKLER SYSTEM FIRE SUPPRESSION-KITCHEN o i-y\P& FIRE SUPPRESSION-GAS ISLAND HOOD INSTALLATION INTERIOR FINISHES STORAGE COMPRESSED GAS CLEARANCE TO SPRINKLERS- K CLEARANCE TO ELECTRICAL ELECTRIC WIRING ENCLOSED x COMBUSTIBLE WASTE VEHICLE IMPACT PROTECTION— Z, FIRE LANE ' F.D.SIGNAGE-UTILITY ROOMS NO SMOKING SIGNS MAXIMUM OCCUPANCY SIGN EMERGENCY EVAC PLAN X OK THIS DATE F Co NOT OK MWECTED BY COMDEV/CHRISJNVORDILETTERS200I/FIREMARSHAUNSPECTIONREPORT11022001 WHITE-BUILDING DEPARTMENT COPY YELLOW-OCCUPANT COPY COMMONWEALTH ELECTRICAL INSPECTION SERVICE, INC, Main Office 176 floe Run Road - Manheim, PA 1754 MUNICIPAL CERTIFICATE - ELECTRICAL APPROVAL Pennit Not 12 Cut-in Card No#f4#t►ttfffffft4rtrt*4tir44 ownero$6 hoo-4 P46--mm-pt4o IiHrtt#i.+4et#.furnile411.1i riteefeerrrl.tN fi.rf.n.el4.l1f111 t ten . rf+iTfr�il�itft}Nrrtrttrrtlruf! t r}r �Oation 1.l144tafNbffffere r..e.}fl!!#!t!!i#1#!tlliffffff.ffe.tuaf.efrafr.f..felli4liitsff..�rrurellrfe4i4lsfrereefr..eer..•...lu♦#u«ffreereffre• flq.4#1!r#e. i / 61� *Intallation 111 f iy7qOConsiingoIKr+'t r serer rrrfrrfrrr Hrr.}r.1414f4fttleis #rr##444#t4ffttt}tfttfff.4tilr#ri#r rrrrNlttrNltt#Itttffrtffrrrfrfrlrrl !#144#tf4trrr ils s err# .... of ireelirNlll}tf/i.l.11l1r11611ttf !! refs /€ r ���f t b rt:5 - efeeft4ltelttt#irefr.}}efsar4e..tltrillttt#/rsr�r�r.ritNf frefe.re#44MIeer.r e.eU.t4.irfr Ni..t.lttf 1. •fuf ff0-000m r /rfefr• . iM1106fff}f...e.Nf}}#i4tttfr.#ffgef.ff41 N.1.e#!N#!lirfli#t.rfepifN IInstalled By Lie. No.tlrii#/Mi#r f#iaffrisNffff.frf..f111114ltitiiN..rerueerlfill4tl/rfs#ee..fer.f.e.}.... ..•.trt.lfrtiefNftrre..ffreef.e.feffrr►u4rt#4#fr The conditions following governed the issuance of this certificate, and any certificate previously issued is cancelled, - This certificate only covers the electrical equipment and installation conditions as of dater Upon the introduction of additional equipment or alterations, application shall he promptly made for inspection. Inspectors of this Company shall have the privilege of rnaki i spections at any time, and if its rules are violated, the Company shall have the right to re ke thi certi �cate atrftf#/##ei#tssrefeffefree r.N4....trsuee.frffnr INSPECTOR ..r4r4Nelrrfrir}#4tlt.iterttfeftfrff.ee#t4#tfii#rffrr.errfleer.. e444}rreerrneerNefi.lfef.f Member N.F.P.A..I.A.F.I. 0 N x x x ro n ' N w H H H H M H H g z 0 r X 0 r x z0 p 0 gZZZZ HH HzPOgc0r0g0CH NOrogn q x M 0 d 0 0 q q m r M m n M Z 0 H g m I X X cq m m > m H 0 r H H H H x P 0 p M H p H 0 Z 'rH H C ro n n n O N 0 g z q 0 H 0 z H z H m px 0 H H m HNrmy0 g000 m 0 0 q 0 0 0 z q0' O z , N C r ro ro ro > 0 0 X 0 H C n HN z N N ro ro ro H ro ro H z 0 . 0 x = O N ro r 0 1 z q n A 4 q H m s P H m Z Z C q 0 p H ro g r n H z N H H q ,n H ro H n 0 0 0 r N N � N � � a � 0 0r0 � ;o � z q r0 c ax 1z nC z © z r x x m 0 r m 0 r N �' H �3 C 0 q � al z N N � N � � � N � � H � � ro m . C ! r 0 H r 0 C r A ox m c r z 0 Z z Z r J rr > M H q iH q Ln0 0 � � n�1 � �►�Nn� m z H 8 0 POO C*� M I z0c �)4 IN xmm ►� b z z Go z by C � \v Rough. Plumbing / Insulation Inspection Report /C� -. Office No. (51$) 761-8256 Date Inspection request ec ived: Queensbury Building&Code Enforcement Arrive: p Mrt: q a p 742 Bay Road, Queensbury,NY 12804 Inspector's Initials. NAME: (� PERMIT #: LOCATION: ( ( ,t} INSPECT ON:��-0 Z� TYPE OF STRUCTURE: Y N N/A PVC: R-1,R-2, R-3,R4 Drain/Vents Cast Iron, Copper Drain/Vent/Comm. Plumbing Vent/Vents in Place Rougk Plumbing/Nail Plates 1 1Z inch min.Drain Size Washing Machine Drain 2 inch min. Head or Air Supply Test Drain and Vents 5 PSI or 10 feet above highest connection for 15 minutes Cleanout every 100 feet/change of direction Water Supply Piping Cooper Commercial joo er, CPVC,Pex One and Two-Fatnil \:--A �Z Allb nsulation/Residential Check/ Commercial Check Proper Vent Attic Vent Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air SyMly for Furnace Duct work sealed properly/No duct tape COMMENTS: �- f: 4 L:\SueHemingway\Building.Codes.Inspection.FORMS\Rough Plumbing Insulation Report.doc November 17,2003 Framing / Firestopping Inspection Report Office No. (518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/pm Depart: am/pm 742 Bay Road,Queensbury,NY 12804 Inspector's Initials: �m.............. NAME: PERMIT#: LOCATION: INSPECT ON: A�Z e� TYPE OF STRUCTURE: Y -N N/A COMMENTS Framing Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed property 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in.or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate I V2(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft.floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1,2,3 hour Fire wall 2, 3,4-hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side V2inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above below grade 5.0 sf grade Rough Plumbing 1 Insulation Inspection Deport Office No. (518) 761-8256 Date Inspection request ei ed: Queensbury Building& Code Enforcement Arrive: pin 742 Bay Road, Queensbury,NY 12804 Inspector's InTtial NAME: PERMIT#: _ LOCATION: INSPECT ON: TYPE OF STRUCtURh Y N N/A PVC R-1,R-2,R-3 4 Drain/Vent Cast Iron, Co er rain ent omm. Plu Vent/Ven m ou Plumbin /Nail Plates 1 % inch min. Drain Size Washing Machine Drain 2 inch min. He r pp y Drain aNen 5 PSI or 10 feet above highest connection for 15 minutes Cleanout every 100 feet/change of direction Water Su 1 ' 'n 4per Cammercia oo er, ex One and Two-Family Insulation/Residential Check/Commercial Check Proper Vent,Attic Vent Duct/Hot Water Piping Insulation If re uired unheated spaces Combustion Air Supply for Furnace Duct work sealed ro erl /No duct tape COMMENTS: L:1SueHemingway\Building.Codes.Inspection.FORM S\Rough Plumbing Insulation Report.doc November]7,2003 Framing / Fi Pes=pping Ins pectiotf Report Office No. (518) 761-8256 Date Inspection requ ece�v�: Queensbury Building&Code Enforcement. Arrive: — a p z e an-L/p 742 Bay Road, Queensbury, NY 12804 Inspector's ffiiti s- , NAME: PERMIT#: LOCATION: INSPECT ON: TYPE OF STRUCTURE: Y /A COMMENTS Framing Z& z- Jack Studs Headers Bracing Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft, 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 !/2 (w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1, 2, 3 hour I........ Fire wall 2, 3 4 hour ' stopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side V2inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above I below grade 5.0 sf grade L:\SucHemingway\Buildin-..Codes.Iiispection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Framing / Firestopping Inspection Report Office No. (518)761-8256 Date Ins ectio request received: Queensbury Building&Cade Enforcement Arrive: am/p Depart: am/pm 742 Bay Road,-Queensbury, NY 12804 Inspector's Initials. NAME: PERMIT#: � LOCATION: -PC� - k INSPECT ON: TYPE OF STRUCTURE: !/ Y N. N/A COMMENTS F ing Jack Studs/Headers oe Bracing/Bridging Joist hangers Jack Posts/Main Beams _ s- e Exterior sheeting nailed,properly �X # Ia11 Jv( -U,. - 7ZA7� r4 12 O.C. Headroom 6`ft. 8 in. V/ /VCi1 d " �t �i�r� Stairwells 36 in. or more Headroom 6 ft. 8 in. r Notches/Holes/Bearing Walls, IVt (y-� 0, Metal Strapping for Notches To Plate !jel 1 l2(w) 16 gauge(8) 16D nails each side , Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts Bolts 6 ft.or less on center lee and snow shield 24 inches from wall � ,.�t Fire separation 1,2,3 hour -� Fire wall 2, 3,4 hour Firestopping ` ii � V GhC 1°' �IGIv A Penetration.sealed 16 inch insulation in cavity min. `ra) "� Garage Fire Separation House side %2 inch or 5/8 inch Type X Garage side 5/8 inch Type X - Ceiling/wall Windows Habitable Space/Bedrooms GMQh 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade L:\SueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: 9j`1f-am/p Depart: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initials: NAME: f PERMIT#: 0 O3- 55& LOCATION: INSPECT ON: 3K TYPE OF STRUCTURE: Framing Y N N/A COMMENTS Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 '/z(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side %inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade L:\SueHemingway\Building.Codes,Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Framing 1 Firestopping Inspection Report. Office No. (518) 761-8256. Date Insp tion request received: Queensbury Building&Code Enforcement Arrive:�am/J� Depart: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector s Initials. `�U� NAME: PERMIT#: ►a~ LOCATION: wk,• a,La INSPECT ON: yjulw TYPE OF'STRUCTURE: Y N- N/A COMMENTS Framing Jack Studs/Headers Bracing/Bridging Joist hangers { Jack Posts/Main Beams, a Exterior sheeting nailed properly 12"O.C. A Headroom 6 ft. 8 in. ° Stairwells 36 in. or more ' Headroom 6 ft. 8 in. - Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate . 1 %2(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center- Ice and snow-shield 24 inches from wall Fire separation 1, 2,3 hour Fire wall 2, 3,4 hour Firestopping t' Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side '/2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms { 24 in. (H), r. `20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHemingtivay\Building.Codes.Inspection.FORMSTraming Firestopping Inspection Report.doc January 28,2003 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Dat'e Insp, tion request received: Queensbury Building&Code Enforcement An 7r 3 0 anj/ Depart: arn/pm 742 Bay Road, Queensbury, NY 12804 Inspector s Initials: NAME: A PERMIT#: 9003--55 LOCATION: 't 2 1,� INSPECT ON: —001nit t-- TYPE OF STRUCTURE: fMnmL Framing Y N N/A COMMENTS Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 V2(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall L/ C)4 1// /e- fi Fire separation 1,2, 3 hour �lr coe,-'W Fire wall 2, 3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side 1/2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade L:\SueHemingway\Buildin-I.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/pm Depart: am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: -1 Gi d � NAME: PERMIT#: oz LOCATION: INSPECT ON: TYPE OF STRUCTURE: Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in-Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil of for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Suegemingway\Buildin*g.Codes,lnspection.FORMS\Foundation Inspection Report,doc January 28,2003 ommercial Finat In Pe coon Repoif No.: (5 761-8256 Date Inspection request received: Quee bury Building ding&Code Enforcement Arrive:. am/p Depart: am/pm 742 Bay,Road, Queensbury, NY 12804 Inspector's Initials: NAME: PERMIT# r LOCATION: o t,'41. DATE: ! r /F COMMENTS: N' NA Chimney/'W Vent/Direct Vent Location 2T I Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish/Grade Complete 6"in 10'or Equivalent _ -- Interior I Exterior Guardrails 42 in. Platform/Decks l Interior I Exterior Ballisters 4 in.Spacing Platform I Decks Stair Handrail 34 in.—38 in./Step Rlsem 7"1 Treads 1 lot, I Vestibules For Exit doors>3000 s .ft. / All Doors 36 in.wJL.ever Handles/Panic Hardware,I required Exits At Grade Or Platform 36 w x 44'(1)/Canopy(I/Canopy or ulv. Gas Valve Shut-off Exposed&Regulator(IS")Above Grade Floor Bathroom Wateftht I Beer floors Oka Relief Valve,Heat Trap/Water Temp.110 Degrees Maximum Boiler/Furnace Enclosure 1 hr.or Fire Extinguishing System' Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Any Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 %doors > 100A> 1000 sq.ft. $f Hour Corridor Doors&Closers Firewalls I Fire Separation-,2 Hour, 3 Hour Complete I Fire Dampers/Fire Doors 'Ceiling Fine Stopping, 3,000 sq.ft Wood Frame Attic Access 30"x 20"x 30" h ,Crawl Space Access 18"x 24' Smoke Vents Or Fan, if required Elevator Operation and Si na a/Shaft Sealed Handicapped Bathroom Grab Bars I Sinks I Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible Handicapped Service Counters,34 in.,Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond(Both sides . Active Listening System and Si na a Assembly Space Final Electrical I Flex Gas Piping Bonded Site Plan/Variance required Final-Survey, New Structure/Flood Plain car iffeMon,If As-built Septic System Layout R uired or On File Building Number or Tenant Address on Building or Driveway 4' Water Fountain or Cooler Buildigg Access All Sides by 20'/Driveable Surface 20'wide OKay To Issue Temp.or Permanent C/O Okay To Issue C/C LABuilding&Codes ForrnslE3uilding&CodesNinspection FomrslCommercial Final Inspection Reportdoc Revised January 7,2008 07/06/2004 09:41 5187980338 HILLTOP HAUL M' .r Yrt• L Foundation Inspection Report Office No.(518Y 761-8256 Date InspectionFRM Queensbury Building&Code Enforcement Arrive: Depart: a 742}3ay Rd.,Queensbury,NY 12804t NAME: ` .. LOCATION. SPECT ON; TYPE OF STR.UC r .. i Fo 'ing's viersTV Monolithic Slab1�tcai7 Reinforcement in Placc L.%-3,T♦A The contractor is r6sponsible for providing protection from freezing for 48 hours following the placemcnt i• of the concrete. Materials for this Purpose on site. Foundation/`tfirallpour Reinforceii iSh in Place Foundation Dampprooting �% Foundation/Waterproofing Typo of Da;mpproofiing/Waterproofing Footing Drain Daylight or Sump \• ® �__� .. -> -- Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Baclrhll Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Intcrior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SuoHen-dtigway\Building.Codes-itispection-FORMS\PoundcUou Inspection Report.doo ]anuaty 28,2003 07/06/2004 09:41 5187980338 HILLTOP PAGE UJ 09:.'jb $107932223 RICHARD JONES ASSOC PAGE 01 Richard E.Jones Associates Ald*e,ch-riw1ronmental Planrims 339 Ayfinfion Road Oveef-sbuy,NY 12804 Telephone{515}793�40151 fM(513)793-=3 email:InPatr�lc�gr�i .�,pl7! Memo To: TOM Albrecht,HMOP Construction From: Richard Jones Date, 7/6/04 Re: #0306 Old Scout Camp-Deck foundations Tom, We have reviewed yotx request to substitute 8" Sonnotube Piers In Hou of fho 12" Sonnotube piers Inclicalad on foundatIon Drawing F-1, Wall section C/A-2 and wall Section A/A-3- It appears a-Unnoubes are adequate to can"loads applied at all pier locations except **m supporlino the main entrance porch an the QC#00 of the b"ng. The seven Piers suppoMng the floor and root of the main ardr*nC*porch must remain 12"diameter. Meo"Provide a copy of this memo to Daw Helin to help ckxffy changes made to the P10M. should you"Dave Hafin have any questions or need additional informafton,do not hesitate to conked me. Richard Jones pMjedrg200=WCvr9mcWM*=-07-O&W-Da&Fotmdafiw,df% Foundation Inspection Report Office No. (518)761-8256 Date Inspection re est e iv Queensbury Building&Code Enforcement Arrive: p Depart: ` ' a 742 Bay Rd., Queensbuiy,NY 12804 Inspector's Initi Is: NAME: G�' e' RMIT#: �J LOCATION: 1 3 1� SPECT ON: TYPE OF STRUCTURE: Comments Y N N/A F tings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofmg/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report L' Office No. (518)761-8256 Date Inspection reque received: Queensbury Building&Code Enforcement Arrive: am/pm Depart: mlpm 742 Bay Rd.,Queensbuiy,NY 12804 Inspector's Initials: S NAME: `Y 1 PERMIT#: LOCATION: INSPECT ON: TYPE OF STRUCTURE: Comments _ Y N N/A Footuigsvt Piers Monolithic Slab Reinforcement in Place r c T contractor is respnsible'f T o providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofmg/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC ast/Copper ioundati'on Ins}zlation teii Exterior Rough Grade 6 inch drop within 10 ft. L:1SucHeiningway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Rough Plum bing - Insulation Inspection Report 01 Office No. (518) 761-8256 Date Inspection reques,��c ved: Queensbury Building&Code Enforcement Arrive: - PM 0: 742 Bay Road, Queensbury,NY 12804 Inspector's Initi , NAME: &)Y' S 0-KIult 'I PERMIT #: 63S5 . LOCATION: d--) a m-Qje,,c-))(s-u )ha-)�-A INSPECT ON: TYPE OF STRUCTURE: Y N N/A PV -1,R-2,R-3,114(pra! eats t Iron,Copper Drain t/Comm. Pl bin g Vent/Vents in Place es 1 % inch min. Drain Size Washing NjaqhbXe D Xai 2 inch min. Test t' Head or(A;ir SLuppq I T •AVan&Vcnfs 5 PS`r 10 feet above highest connection for 15 minutes Cleanout every 100 feet/change of direction Water Supply Piping Cooper Commercial Cooper,CPVC,Pex One and Two-Family Insulation/Residential Check/Commercial Check Proper Vent,Attic Vent Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape T— COMMENTS: L-.\SueHeiningway\]3uilding.C(>des.Inspection.FORM S\Rough Plumbing Insulation Repoil.doc; November]7,2003 -z Foundation Inspection Report Office No. (51'8)761-8256 Date Inspection re q s rec iv d: Queensbury Building&Code Enforcement Arrive: a p Depart: ;tea m 742 Bay Rd., Queensbury,NY 12804 Inspector's Initia s NAME: G �6 i\�.1�., ERMIT#:LOCATION: . 1Q INSPECT ON: TYPE OF STRUCTURE: Comments Y N N/A Footings rr Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement ��L of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place • Foundation Dampproofing 17 Foundation/Waterproofing Type of Dampproofing/Waterproofing Q� r, Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC 1 st/Copper ndation Insulation Interior l Exterior Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (5 IS)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: 111,?,A) am/pm Depart: am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: 0A PP-10 NAME: PERMIT#: av_ 3, LOCATION: INSPECT ON: _0 b-7 k TYPE OF STRUCTURE: Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing V/ for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour V Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil of for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- -Rough Grade 6 inch drop within 10 ft. L:\SueHei-ningway\Building,Codes.Inspection,FORMS\Fouiidation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection request received: " Queensbury Building&Code Enforcement Arrive: am/pin Depart. am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: NAME: c�CW- . PERMIT#: LOCATION: SPECT ON: — TYPE OF STRU Comments Y N N/A VV ootingS �K V Piers Monolithic Slab Reinforcement in Place `Z � The contractor is_responsibleTor3 providing protection from freezing-. for 48 hours following the placement of the concrete. Materials for this purpose on site. ' Foundation'/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump, Footing Drain Stone: 12 inch.width 6 inches above footing 6 mil poly for wet areas under slab - Backfill Approval Plumbing Under Slab PVC/Cast%Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\,SucHemingway\BuiIding.Codes.Inspection.FORMSIFoundation In§pection Report.doc January 28,2003 Permit Number Envelope Compliance Certificate Checked By/Date 90.1 ('89) Code COMeheck-EZ Software Version 2.4 Release 2c Data filename:PA02-Cadfiles\2003\0306\Energy Code\Energy Code 07-14-03.cck E Lphcz Section.l: Project Information -Project Name: GIRL SCOUTS OF THE.ADRONDACK COUNCIL JUL 2 .2 2003 Towtv OF QUtENSBURY Designer/Contractor: RICHARD E.JONES/HILLTOP CONSTRUCTION BUILDING Document Author: NQ QOJC, Telephone: Date: Section 2: General Information Building Location(for weather data): Glens Falls,New York Climate Zone: 15 Heating Degree Days(base 65 degrees-F): 7635 Cooling Degree Days(base 65 degrees F): 355 Building Type Floor Area Office 4265 Project Description(check one): New Construction —Addition —Alteration Unconditioned Shell(File Affidavit) Section 3: Requirements Checklist Bldg. Dept. Use Air Leakage,Component Certification,and Vapor Retarder Requirements 1. All joints and penetrations are caulked,gasketed,weather-stripped,or otherwise sealed. 2. Windows,doors,and skylights certified as meeting-leakage requirements. 3. Component R-values&U-factors labeled as certified. 4. Vapor retarder installed.' Climate-Specific Requirements Gross Cavity Cont. Proposed Budget Component Name/Description Area R-Value R-Value U-Factor U-Factor Roof 1:All-Wood JoistlRafter/Truss 4265 38.0 0.0 0.028 0.051 Exterior Wall 1:Wood Frame,Any Spacing 2468 19.0. 0.0 0.068 0.074 Window 1:Wood Frame,Double Pane with Low-E Clear,SHGC 0.32,PF 0.51 340 --- --- 0.340 0.520 Door 1:Glass,Clear,SHGC 0.32,PF 0.51 115 --- -- 0.340 0.520 Basement Wall 1:Solid Concrete or Masonry<--8" Furring:Wood,Wall Ht 6.0,Depth B.G.4.0 314 '0.0 10.0 0.085 6.098 Floor 1:Heated Slab-On-Grade,Vertical 4 ft. 113 --- 10.0 --- --- (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. Envelope PASSES: Design 31%better than code Section 4: Compliance Statement The proposed envelope design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application. The proposed envelope system has been designed to meet the 90.1 ('89)Code requirements in COMcheck-EZ Version 2.4 Release 2c and to comply with the mandatory requirements in the Requirements Checklist. Principal Envelope Designer-Name Sig-nature Datel 6;169 cc) z.. Of Permit Number Lighting Compliance Certificate Checked By/Date 90.1 ('89) Code COMcheck-EZ Software Version 2.4 Release 2c Data filename:P:\02-Cadfiles\2003\0306\Energy Code\Energy Code 07-14-03.cck Section 1: Project Information Project Name: GIRL SCOUTS OF THE ADRONDACK COUNCIL Designer/Contractor: RICHARD E.JONES/HILLTOP CONSTRUCTION Document Author: Telephone: Date: Section 2: General Information Building Use Description by:- Whole Building Type Building Type Floor Area Office 4265 Project Description(check one): New Construction —Addition Alteration Unconditioned Shell(File Affidavit) Section 3: Requirements Checklist Bldg. Dept. Use Interior Lighting 1. Total actual watts must be less than or equal to total allowed watts Allowed Watts Actual Watts Complies(Y/N) 7251 4244 YES Exterior Lighting 2. Type(s)of exterior lighting sources: Fluorescent Metal Halide —High-Pr.Sodium j Exceptions: Specialized signal,directional,and marker lighting;lighting highlighting exterior features of historic buildings;advertising.signage;safety or security lighting;low-voltage landscape lighting. Controls,Switching;and Wiring 3. Master switch at entry to hotel/motel guest room. 4. Minimum of two switches,dimmer,or occupancy sensor in each space. Exceptions: Only one himinaire in space; Security lighting,24 hour lighting; The area is a corridor,storage,restrooni,retail sales area or lobby. 5. Photocell/astronomical time switch on exterior lights. Exceptions: Areas requiring lighting during daylight hours 6. Tandem wired one-lamp and three-lamp ballasted luminaires. Exceptions: Electronic high-frequency ballasted luminaires noton same switch 6 Section 4: Compliance Statement The proposed lighting design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application. The proposed lighting system has been designed to meet the 90.1 ('89)Code requirements in COMcheck-EZ Version 2.4 Release 2c and to comply with the mandatory requirements in the Requirements Checklist. Principal Lighting Designer-Name . Signature Dat -�+ n 457' Lighting Application.Worksheet 90.1 ('89) Code COMcheck-EZ Software Version 2.4 Release 2c Section 1: Allowed Lighting Power Calculation A B C D Total Floor Allowed Allowed Area Watts Watts Building Type (ft2) (watts/ft2) (BxC) Office 4265 1.7 7251 Total Allowed Watts= 7251 Section 2: Actual Lighting Power Calculation A B C D E F Fixture Fixture Description I Lamps/ #of Fixture ID Lamp Description/Wattage Per Lamp/Ballast Fixture Fixtures Watt. (D x E) 1 48"T12 ES 32W/.Electronic 2 35 70 2450 2 Twin Tube 13W/Electronic 1 40 13 520 3 Metal Halide 70W/Magnetic 1 3 70 210 4 48"TIZES 32W/Electronic 1 2 32 64 5 Incandescent 25W 5 8 125 1000 Total Actual Watts= 4244 Section 3: Compliance Calculation If the Total Allowed Watts minus the Total Actual Watts is greater than or equal to zero,the building complies. Total Allowed Watts= 7251 Total Actual Wafts= 4244 Project Compliance= 3007 Lighting PASSES: Design 41%better than code Permit Number Mechanical Compliance Certificate Checked By/Date 90.1 ('89) Code COMcheck-EZ Software Version 2.4 Release 2c Data filename:P:\02-Cadfiles\2003\0306\Energy Code\Energy Code 07-14-03.cck Section 1: Project Information Project Name: GIRL SCOUTS OF THE ADRONDACK COUNCIL Designer/Contractor: RICHARD E. JONES/HILLTOP CONSTRUCTION Document Author: Telephone: Date: Section 2: General Information Building Location(for weather data): Glens Falls,New York Climate Zone: 15 Heating Degree Days(base 65 degrees F): 7635 Cooling Degree Days(base 65 degrees F): 355 Project Description(check one): New Construction Addition Alteration Unconditioned Shell(File Affidavit) Section 3: Mechanical Systems List Quanti System Type&Description 1 HVAC System 1: Heating:Radiant Heater,Hot Water/Cooling:Split System,Capacity<65 kBtu/h,Air- Cooled Condenser/Multiple-Zone I Plant 1: 'Heating:Hot Water Boiler,Capacity<300 kBtu/h,Gas Cooling:Condensing Unit Capacity <135 kBtu/h,Condenser Air-Cooled' 2 Water Heating 1: Service Water Heater w/Circulation Pump Section 4: Requirements Checklist Bldg.. Dept. Use Requirements Specific To:HVAC System 1 1. Minimum one temperature control device per zone 2. Newly purchased cooling equipment meets the cooling efficiency requirements 3. Leak testing>3 per in.static pressure-report submitted showing CL<6.0 4. Systems serving more than one zone must be VAV systems 5. Single-duct VAV terminals reduce primary air before reheating 6. Dual-duct VAV mixing boxes installed to minimize mixing 7. Water economizer installed in cool-air duct of the dual-duct system 8. Controls capable of resetting supply air temp(SAT)by 25%of SAT-room temp difference Requirements Specific To: Plant 1 r 1. Newly purchased heating equipment meets the heating efficiency requirements quirements 2. Newly purchased cooling equipment meets the cooling efficiency requirements 1 j Requirements Speciflc To:Water Heating I [ ] J 1. I-in.pipe insulation on circulation systems [ ] J 2. Automatic on/off control required for circulating systems J J Generic Requirements: Must be met by all systems to which the requirement is applicable [ ] f i. Load calculations per 1997 ASHRAE Fundamentals [ ] j 2. Plant equipment and system capacity no greater than needed to meet loads J -Exception: Standby equipment automatically off when primary system is operating J -Exception:Multiple units controlled to sequence operation as a function of load [ ] J 3. Minimum one temperature control device per system [ ] ( 4. Minimum one humidity control device per installed humidification/dehumidification system [ ] ( 5. Thermostatic controls has 5 deg.F deadband J -Exception:Thermostats requiring manual changeover between heating and cooling [ ] ( 6. Automatic Controls: Setback to 55 deg.F(heat)and 85 deg.F(cool);7-day clock, J 2-hour occupant override, 10-hour backup ( -Exception: Continuously operating zones j -Exception: 2 kW demand or less,submit-calculations [ ] j 7. Automatic shut-off dampers on exhaust systems and supply systems with airflow>3,000 cfin [ ] J 8. Outside-air source for ventilation;system capable of reducing OSA to required minimum [ ] ( 9. R-5 supply and return air duct insulation in unconditioned spaces J R-8 supply and return air duct insulation outside the building ( R-8 insulation between ducts and the building exterior when ducts are part of a building assembly J -Exception:Ducts located within equipment J -Exception:Ducts with interior and exterior temperature difference not exceeding 15 deg.F. [ ] J 10. Ducts sealed-longitudinal seams on rigid ducts;transverse seams on all ducts; UL 181A or 181B'tapes and mastics ] I 11. Mechanical fasteners and sealants used to connect ducts and air distribution equipment [ ] J 12. Hot water pipe insulation: I in,for pipes<=1.5 in.and 2 in.for pipes>1.5 in. Chilled water/refrigerant/brine pipe insulation: 1 in.for pipes<=1.5 in.and 1.5 in.for pipes>1.5 in. J Steam pipe insulation: 1.5 in.for pipes<=1.5 in.and 3 in.for pipes >1.5 in. J -Exception:Piping within HVAC equipment -Exception: Fluid temperatures between 55 and 105 deg.F J -Exception:Fluid not heated or cooled J -Exception:Runouts<4 ft in length [ ] J 13. Operation and maintenance manual provided to building owner [ ] ( 14. Balancing devices provided in accordance with IMC 603.15 [ ] ( 15. Hot water distribution systems>=600 kBtu/h must have one of the following: a)controls that reset supply water temperature by 25%of supply/return delta T J b)mechanical or electrical adjustable-speed pump drive(s) c)two-way valves at all heating coils d)multiple-stage pumps J e)other system controls that reduce pump flow by at least 50% J based on load-calculations required [ ] J 16. Newly purchased service water heating equipment meets the efficiency requirements [ ] J 17. Water heater temperature controls: 110 deg.F for dwelling units or 90 deg.F J for'other occupancies Section 5: 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 90.1 ('89)Code requirements in COMcheck EZ Version 2.4 Release 2c and to comply with mandatory requirements in the Requirements Checklist. AR ' 4y Principal Mechanical Designer-Name Signature Fate : 101 _=1 _ Mechanical Requirements Description 90.1 ('89) Code COMcheck-EZ Software Version 2.4 Release 2c Data filename:P:\02-Cadfiles\2003\0306\Energy Code\Ene'rgy Code 07-14-03.cck The following list provides more detailed description of therequirements in Section 4 of the Mechancal Compliance Certificate. Requirements Specific To:HVAC System 1 1. Each zone of a multiple-zone system must have its own temperature control device. 2. The specified cooling equipment is covered by Federal minimum efficiency requirements.New equipment of this type can be assumed to meet or exceed ASHRAE 90.1 Code requirements for equipment efficiency. 3. The specified distribution system is designed to operate at static pressure over 3 in.water column.The system must be leak tested in accordance with SMACNA standards.The contractor or engineer must submit a report to the enforcing jurisdiction documenting that a minimum of 25%of all duct surfaces have been tested and that tested ducts have a SMACNA rated air leakage class of<6.0. 4. Systems serving multiple thermostatic control zones must be variable-flow systems. Zone terminal controls must reduce the flow of primary supply air before reheating,recooling, or mixing air streams. 5. The specified multiple-zone system i-s equipped with single-duct VAV terminals.These terminals must be equipped with dampers, air valves,or other means to reduce the supply of primary supply air to a minimum prior to reheating. 6. The specified system includes both warm-air and cool-air ducts. Zone terminal devices must be installed that reduce the flow of air through each duct to a minimum before mixing with air from the other duct. 7. The specified dual-duct system must be equipped with a water economizer.The water economizer must be installed in the cool-air,duct only. 8. Multiple-zone systems must include controls capable of resetting the supply air temperature by at least 25%of the difference between the design supply air temperature and the design room temperature. Requirements Specific To:Plant I 1. The specified heating equipment is covered by Federal minimum efficiency requirements.New equipment of this type can be assumed to meet or exceed ASHRAE 90.1 Code requirements for equipment efficiency. 2. The specified cooling equipment is covered by Federal minimum efficiency requirements.New equipment of this type can be assumed to meet or exceed ASHRAE 90.1 Code.requirements for equipment efficiency. Requirements Specific To:Water Heating I 1. Piping for the specified circulating*service hot water system must be insulated with a minimum of 1-in. insulation having a conductivity no>0.28 Btu-in/(h-ft2-OF). 2. Circulating service hot water systems must have a time switch control that can automatically turn off the system during unoccupied hours. Generic Requirements: Must be met by all'systems to which the requirement is applicable 1. Design heating and cooling loads for the building must be determined using procedures equivalent to those in Chapters 27 and 28 of the ASHRAE Handbook of Fundamentals or an approved equivalent calculation procedure. 2. All equipment and systems must be sized to be no greater than needed to meet calculated loads. A single piece of equipment providing both heating and cooling must satisfy this provision for one function with the capacity for the other function as small as possible,within available equipment options. Exception: The equipment and/or system capacity may be greater than calculated loads for standby purposes. Standby equipment must be automatically controlled to be off when the primary equipment and/or system is operating. - -Exception: Multiple units of the same equipment type whose combined capacities exceed the calculated load are allowed if they are provided with controls to sequence operation of the units as the load increases or decreases. 3. Each heating or cooling system serving a single zone must have its own temperature control device. 4. Each humidification system must have its own humidity control device. 5. Thermostats controlling both heating and cooling must be capable of maintaining a 5 degree F deadband(a range of temperature where no heating or cooling is provided), Exception: Deadband capability is not required if the thermostat does not have automatic changeover capability between heating and cooling. 6. The system or zone control must be a programmable thermostat or other automatic control meeting the following criteria:a) capable of setting back temperature to 55 degree F during heating and setting up to 85 degree F during coolingb) capable of automatically setting back or shutting down systems during unoccupied hours using 7 different day schedulesc) have an accessible 2-hour occupant overrided) have a battery back-up capable of maintaining programmed settings for at least 10 hours without power. -Exception:A setback or shutoff control is not required on thermostats that control systems serving areas that operate continuously. -Exception: A setback or shutoff control is not required on systems with total energy demand of 2 kW(6,826 Btu/h)or less. 7. Outdoor-air supply systems with design*airflow rates>3,000 cfm of outdoor air and all exhaust systems must have dampers that are automatically closed while the equipment is not operating. 8. The system must supply outside ventilation air as required by Chapter 4 of the International Mechanical Code.If the ventilation system is designed to supply outdoor-air quantities exceeding minimum required levels,the system must be capable of reducing outdoor-air flow to the minimum required levels. 9. Air ducts must be insulated to the following levels:a) Supply and return air ducts for conditioned air located in unconditioned spaces(spaces neither heated nor cooled)must be insulated with a minimum of R-5. Unconditioned spaces include attics,crawl spaces,unheated basements,and unheated garages.b) Supply and return air ducts and plenums must be insulated to a minimum of R-8 when located outside the building.c) When ducts are located within exterior components(e.g.,floors or roofs),minimum R-8 insulation is required only between the duct and the building exterior. -Exception: Duct insulation is not required on ducts located,within equipment. -Exception: Duct insulation is not required when the design temperature difference between the interior and exterior of the duct or plenum does not exceed 15 degree F 10. All joints, longitudinal and transverse seams,and connections in ductwork must be securely sealed using weldments;mechanical fasteners with seals,gaskets,or mastics;mesh and mastic sealing systems;or tapes. Tapes and mastics must be listed and labeled in accordance with UL 18 1A or UL 18 1B. 11. Mechanical fasteners and seals,mastics,or gaskets must be used when connecting ducts to fans and other air distribution equipment,including multiple-zone terminal units. 12. All pipes serving space-conditioning systems must be insulated as follows: Hot water piping for heating systems: I in.for pipes<---1 1/2-in.nominal diameter 2 in. for pipes>1 1/2-in.nominal diameter. Chilled water,refrigerant,and brine piping systems: I in.insulation for pipes<--1 1/2-iii.non-final diameter 1 1/2 in.insulation for pipes>1 1/2-in.nominal diameter. Steam piping: 1112 in. insulation for pipes<=I 1/2-in,nominal diameter 3 in. insulation for pipes>1 1/2-in.nominal diameter. -Exception: Pipe insulation is not required for factory-installed piping within HVAC equipment. -Exception: Pipe insulation is not required for piping that conveys fluids having a design operating temperature range between 55 degrees F and 105 degrees F. -Exception: Pipe insulation is not required for piping-that conveys fluids that have not been heated or cooled through the use of fossil fuels or electric power. -Exception: Pipe insulation is not required for runout piping not exceeding 4 ft in length and I in. in diameter between the control valve and HVAC coil.. 13. Operation and maintenance documentation must be provided to the owner that includes at least the following information:a) equipment capacity(input and output)and required maintenance actionsb) equipment operation and maintenance manualsc) HVAC system control maintenance and calibration information,including wiring diagrams,schematics,and c*ontrol sequence descriptions;desired or field-determined set points must be permanently recorded on control drawings,at control devices,or,for digital control systems,in programming commentsd) complete narrative of how each system is intended to operate. 14. Each supply air outlet or diffuser and each zone terminal device(such as VAV or mixing box)must have its own balancing device.Acceptable balancing devices include adjustable dampers located within the ductwork, terminal devices,and supply air diffusers. 15. Hot water distribution systems with total system capacities of 600 kBtu/h and greater must have controls that:a) automatically reset the hot water supply temperature,based on heating load,by at least 25%of the design supply-to-return water temperature difference orb) reduce pump flow by'at least 50%of design flow rate by using- adjustable-speed drive(s)on pump(s)- multiple-stage pumps allowing at least 1/2 of the total pump horsepower to be automatically turned off- control valves designed to modulate or step down and close as a function of load- other approved means(supporting documentation or calculations must be submitted). 16. Service water heating equipment must meet minimum Federal efficiency requirements included in the National Appliance Energy Conservation Act and the Energy Policy Act of 1992,which meet or exceed ASHRAE 90.1 Code. New service water heating equipment can be assumed to meet these requirements. 17. Water-heating equipment must be provided with controls that allow the user to set the water temperature to 110 IF for dwelling units and 90 IF for other occupancies.Controls must limit output temperatures of lavatories in public facility restrooms to 110 IF. Richard E. Jones Associates Architects-Environmental Planners 339 Aviation Road Queensbury, New York 12804 UJ 4?u b&N4 6 0 AY p u��ECBV4E JUL 212 2003 TOWN OF QUEENSBURY BUILDING AND CODE • � � P� TYPE 7f,.o ►7wvr.�r�o,�J- �_ too for - oo WAW4 ;k4od - movtio I'5 70 fff y ���o�►v�� '�' o,q TAR OT = ,.o WA10 _ qo Mtn Vol5 6 � Upt'I FT * ?6 f,# t fix,q 4 too Wf 'I Q SEISMIC REVIEW SUMMARY PROJECT: A124 14VA .41ko C44PVTiy LOCATION: MAA04P00019 40AI0 ZIP CODE: , ITEM Value' BCNYS BCNYS Code Section Page No. Site Class' Table 1615.1.1 317 (default to site class D) Section 1615.1.1 316 Sr, (short period) : Figure 1615(1) 318 -Si (1 second period) f �O Figure 1615(2) 319 Fa (site coefficient—short) ,/'. Table 1615.1.2(1) 320 Fv (site coefficient-9 sec.) �,4. Table 1615.1.2(2) 320 S., (short period adjusted) Equation 16-16 ..317 sec. period adjusted) Equation 16-17 317 Sas (short period) Equation 16-18 320 S„ (1 sec. period) Equation 16-19 320� , Seismic Use Group TT Table 1604.5 287 i - Seismic Design Category-(short period) Table 1616.3(1) 324 Seismic Design Category . Table 1616.3(2) 324 (1 sec.period). SEISMIC DESIGN.CATEGORY This category determines the (most severe of above two) design analysis and whether MEP = systems must be braced. Analysis Procedure Used �if►� LI 1 Section 1616.E 326 Building Components Subject To Section 1621 345 Seismic Design Requirements: 11/� d �� Architectural Section 1621.1.1 & 345 Mechanical Alp voiW5 Section'1621.1.E 347 Plumbing }� ditto 347 Electrical ditto 347 JAM ~ Richard E.Jones Associates Title: Job# 339 Aviation Road Dsgnr: Queensbury,NY 12804 Description: Phone:(518)793-1015 . Scope: Fax:(518)793-2223 Rev. user (cw�osozn72,vers.s.i,2s•oa=zooz ttwaee Seismic Forces �Pa o (c}1983-2002 ENERCALC Engknesring Sa Description ! General.Information Calculations are designed to 1997 UBC Requirements Seismic Zane 2a Building period 0.391 sec k UBC 1630.2.3 Simplified Static Force Procedure Hn to Top Level 25.00 ft I Ground Floor Area 4,900.0 ft2 Ct:Construction Type Factor 0.035 Occupancy Category Standard Occupancy Max Element Story Shear R rmax 0.67 Seismic Importance Factor f= 1.00 p :Reliability Factor=2-20/(r:max*sgrt(Ab)) 1.0000 Determine Na&Nv... " _Site.Dlstance From Known Source < -2km Calculated Values:UBC 1630.2.1 Seismic Source Type Seismic Dead Load(Calculated From Story C:Faults Not Capable of Large Quakes&Low Seismic Acov Table on"Building Forces"Tab W=• 194.0 k Seismic Coefficients Na=• 1.00 Nv=. 1.00 Calculated Base Shear V=Cv I W I(RT)= 24.4 k Soil Profile Type SD -Seismic Coefficients Ca= . .0.22 Gv= 0.32 Min.Base Shear V=0.11 Ca I W= 4.7 k Structural System... Zone 4:Min.Base Shear V=0.8 Z Nv t R/W= 3.6 k Building Frame System:2a:Ught framed walls Base Shear Max Limit V=2.5 Ca I W/R=2a:Light framed wails with shear panels,Wood structural panel 16.4 k Overstrength&Global Ductility Coefficient R= 6,500. Final Calculated Values Seismic Force Amplification Factor Omega= ' 2.800 Hodz Seismic Factor Eh/W= 0.085 Structure Height Limit 65.0 ft Vertical Seismic Factor Ev/D= 0,110 V:Design Base Shear 16:4 k Ft:Top.Force 0.000 k Eh*P 16.4 k Ern=Omega*Eh 46.0 k Building Seismic Forces Weight Height Wi*Hi Ft Fx Lateral Story Shear Story Moment Level Wi Hi _ Force @ Level Force k ft k-ft k k k k k-ft . 1 194.00 23.50 4.559.0 16.415 16.415 - Total Base Shear 16.415 k Base Overturning Moment 385.762 k-ft Diaphragm Forces Weight Lateral Force Summa ono t Summation of Min Req'd Calculated Max Req'd Diaphragm Level Wpx @ this Level Lateral Ab v Forces- Level Weights Force @ Level Force @ Level Force @ Level Force:Fpx k , k k-ft k k k• k k 1 194.00. .•16.42 16.42 194.000 21.340 16.415 42.680 21.340, Richard E.Jones Associates Title: Job# 339 Aviation Road Dsgnr: Queensbury,NY 12804 Description: Phone: (518)793-1015 Scope Fax: (518}793-2223 ERev: 550100 r.icw•osozois,ver 5.s.o.2sse�zao, GenE'i'a� Tlmb@C Bt~ m Page 1 993-2Q01 ENERCAI C Engineorin.Softwaro Description' , RB-5 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 6.50 ft Lu 0:00 ft Beam Width 3.000In Left Cantilever ft Lu " 0.00 ft Beam Depth 11.250 in Right Cantilever ft .....Lu• 0.00 ft Member Type Sawn Fb Base Allow �1,200.0 psi Load Dur.Factor 1.250 Fv-Allow 165.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,800.0ksi Full Length Uniform Loads - Center DL 6.46.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.50ft,Beam Width=3.000in x Depth 11.251n,Ends are Pin-Pin Max Stress Ratio 0.392 ; 1 Maximum Moment 3.4 k-ft Maximum Shear* 1.5 2.2 k Allowablgy, 8.7 k-ft Allowable 7.0 k Max.Positive Moment 3.41 k-ft at ' 1250 ft Shear: @ Left 2.10' k ' Max.Negative Moment 0.00 k-ft at 6.500 ft @ Right 2.10 k Max @ Left Support 0.00 k-ft Camber. .@ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.061 in Max.M allow 8.70 Reactions... @ Right 0.000 in, . fb 646.96 psi fv. 66.44 psi Left DL 2.10 k Max 10 k Fb . 1',660.00 psi Fv. 206.25 psi Right DL 110 k Max 2.10 k Deflections .. Center Span... Dead Load Total Load ' Left Cantilever... Dead Load Total Load Deflection -0.040 in -0.040 in Deflection '0.000 In 0.000 in ...Location 3.250 ft 3.250 ft ...Length/Defl 0.0 0.0 ...Length/Dell 1,926.2 1,926.23, Right Cantilever... IN Camber(using 1,5*D.L.Defl}... Deflection . . 0.000 in 0.000 In'- @ Center 0.061 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In . Stress Calcs Bending Analysis Ck 28.094 Le 0.000 ft Sxx 63.281 Ina Area 33.750 in2 Cf 1.100 Rb 0.000 Cl 1.471 Max Moment Sxx Read Allowable fb @ Center 3.41 k-ft 24.81 in3 1,650.00 psi @ Left Support 0.00 k-ft 0.00.in3 - 1,650.00 psi @ Right Support 0.00 k ft 0.00 in3 1,650.00 psi . Shear Analysis @ Left Support @-Right Support Design Shear 2.24 k 2.24 k Area Required 10.872 In2 10.872 in2 Fv:Allowable 206.25 psi. 206.25 psi Bearing @ Supports. Max.Left Reaction 2.10 k Bearing Length Req'd 1.120 in Max.Right Reaction 2.10 k Bearing Length R6q'd 1:120 in I - Richard E.Jones Associates Title: Job# 339 Aviation Road . . Dsgrin Queensbury,NY 12804 Description Phone:(518)793.1016 Scope: Fax:(518)793-2223 [LRe0100W-060207Z Ver5.5.0,25-Sap-2001 Gerterai.Timber Beam Pa 2001 ENERGA4C Engineering software 9e 2 Description RB-5 Query Vaiues' M,V,&D @ Specified Locations Moment Shear . Defidction @ Center Span Location= 0.00,it 0.00 k-ft 2.10 k 0.0000I n @ Right Cant.Location= 0.00 it 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00,It 0.00 k-ft 0.00 k 0.0000 in Sketch&Diagram .....� so ZO _i:• i tft�itittiiit�f����iilttii fl ! ----i 4 -.5----- --L.___.... 1! 253 dlg)(ut-3.4k•!t 1 j1.6T • miot�-0.040Uf ^-tCQJ ....._m.._ ..,.._.._,..._....�.-L...__._._3»._.�_._ ......"..1......_•...�__�....:.: .._.Shear Load(k) __ •-l.oarttton Ataiiy Member.(II). Rmax-2.lk 3.47—$63�f:3b .3—' -u :e5—_..e.w Vm 2.lk �ax left- 3A7 ---- �•------- .°�P;�,; _ .. ` - Vmex f(Q tl=2.1k 83 ° .50 i ) yid , .•. Be Moment .03 ,E D. -- . ...._._ .D.D4 . t•aa3 Y m;tion on) l.otailan Note Member(D) Richard E.Jones Associates Title: Job# ; 339 Aviation.Road" Dsgnr: Queensbury,NY 1.2804 Description Phone: (518)793-1015 Scope Fax: (518)793-2223 Rev. 550too user.icw-os02c72.ver5.5.0,25-Sep-2001 Ge�}grdl Timber g@a�11 Page 1 _(c)1983-2001 ENERCALC Engineering Software Description L-4 General Information Calculations are designed ta'1997 NDS and 1997 UBC Requirements i Section Name 2-2x12 Center Span 7.33ft .....Lu 0.00 ft Beam Width 3.000 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft ...Lu�. Member Type Sawn 0.00 ft ! Fb Base Allow 1.,200.0 psi Load Dur.Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin-Pin Fe Allow 625.4 psi E 1.800.6 ksi Full Length Uniform Loads - Center DL 595.00#/it LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/it r • Summary IBeam Design OK Span=7.33ft,Beam Width=3.000in x Depth=11.25in,Ends are Pin-Pin Max Stress.Ratio 0.459 Maximum-Moment4.0 k-ft - Maximum Shear* 1.5 2.5 k Allowable 8.7 k=ft Allowable 7.0 k Max.Positive Moment 4.00 k-ft at 3.665 ft Shear Max.Negative Moment 0.00 k-ft at 0.000 ft @Right 22.88 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @Center 0.090 In Max.M allow 8.70 Reactions... @ Right 0.0001 in fb 757.78 psi fv 72.88 psi - Left DL 2.18' k Max 2.18 k. Fb 1,650.00 psi Fv, 206.25 psi Right DL 2.18 k Max 2.18k Deflections . Center Span... Dead Load Total Load Left Cantilever... Dead Load ` Total Load Deflection -0.060 in -0.060 in Deflection O,pOp In in 0.000 ...Location 3.665 ft 3.665 ft ...Length/Deft 0.0 0 0 ...Length/Deft 1,458:3 11458.31. Right Cantilever... Camber(using•.1.5*D.L.Deft)..: Deflection 0.000 In 0.000 in -@ Center 0.090 in ...Len th/Defl @ Left 0.000 in 9 0.0 0.4 @ Right 0.000 In -Stress Calcs Bending Analysis Ck 28.094 Le 0.000 ft Sxx 63.281 In3 Area 33.750 in2 Cf 1.100 Rb - 0.000 Cl 1.471 Max Moment Sxx Read Allowable fb @ Center 4.00 k-ft 29.06 in3. 1,650.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,650.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,650.00 psi Shear Analysis @ Left Support @ Right Support ' Design Shear 2.46 k 2.46 k Area Required 11.926 in2 11.926 in2 Fv:Allowable 206.25 psi 206.25 psi Bearing @ Supports Max.Left Reaction 2.18 k Bearing Length Req'd 1.163 in Max.Right Reaction 2.18 k Bearing Length Req'd 1.163 in Richard E.Jones Associates Title: Job# 339 Avlatlon Road Dsgnr: Queens_buM NY 12804 Description Phone:(518)793-1015. Scope: Fax: (518)793-2223 usa �1°° ( : waso Ezanv se zoos c)19001NERCALC Engineering Softwa re General Timber.Beam rage 2 Description L-4 Query Values M,V,&D @ Specified- Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 2.18 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= '0.00 ft 0.00 k-ft 0.00 k 0.0000 in Sketch&Dlagram . Lff ."..93 157_.-- ._4p"L.)`...�.. AM —P.60.-77.33 :. 59 i( tM r7 it , �►� I t TM Ok ft' inax�-0.0601n .._..__ ...._..... .^__._.i.__ Shear load ..d. ........». ... . . . .... (k)_.- _ LoceUan ltitonp Mem er(9)� Rom 2.2k `--' Rmax=2.2k :.__-.. ....-.__.— !-.3 .86^' 8. 7.33 Vmax 0 left a 2.2k Vmmc rt=2.2k �(' iio .`b 3 ...ke ..... Ben Ma-Cat •fq - Lout7on ASetg Member M) '... —S .1:P.s SgP ON 77 OAS Local y Oeft lon on) Lmdon Along Member(0) —_.... ..- Richard E.Jones Associates Title: Job# 339 Aviation Road Dsgnr: Queensbury,NY 12804 Description Phone: (518)793-1015 Scope Fax: (518)793-2223 �Rev52" 10°"` °2°72.Ver 5.5.°•25�gP °' General Timber-Beam Pase 1'0t ENERCALG Engineering Softwareription L-5 GeneCal IrrformatiOti Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name '2x12 Center Span 6.33 ft ...Lu 0.00 It Beam Width 1.500 in Left Cantilever It .....Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft .....Lu 0.00 It Member Type Sawn Fb Base Allow 2,400.0 psi Load Dur.Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin-Pin Fe Allow 625.0 psi E 1,800.0 ksi FuII Length Uniform Loads , Center •DL. 170.00#/ft LL #/ft Left Cantilever DL #/ft LL #//it Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.33ft,Beam Width=1.5001n x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.163 ; Maximum Moment 0.9 k-ft Maximum Shear'" 1:'; oa k Allowablq 8.7 k-ft Allowable 3.5 k Max.Positive Moment 0.85 k-ft at 3.165 It Shear: @ Left 0.54 k Max.Negative Moment 0.00 k-ft at 6.330 It @ Right 0.54 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @Center 0.029 in Max.M allow 8.70 Reactions... @ Right 0.000 1n, . fb .322.93 psi fv 33.67 psi "Left DL 0.54 k Max 0.54 k Fb. -3,300.00 psi Fv 206.25 psi Right DL` 0.54 k Max 0,54k Deflections . . • Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.019 in -0.019 in Deflection '0.000 in 0.000 in ...Location 3.165 ft 3.165 It ...Length/Deft 0.0 0.0 . ...Length/Deft . 3,962.7 3.962.69 Right Cantilever.... Camber{using 4.5*D.L.Defl)... Deflection 0.000 In 0.000 in` @ Center. 0.029 in ,..Length/Defl 0.0 O @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis. Ck 19.865 Le 0.000 It Sxx :31.641 ln3 Area 16.875.in2 Cf 1.100 Rb -0.000 Cl 1.471 Max Moment Sxx Read Allowable fb @ Center 0.85 k-ft 3.10 in3 3,300.00 psi @ Left Support 0.00 k-ft 0.00 in3 '3,300.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,300.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.57 k 0.57 k Area Required 2.755 in2 2.755 in2 Fv:Allowable 206.25 psi 206.25 psi Bearing @ Supports Max.Left Reaction 0.54 k Bearing Length Req'd 0.574 in Max.Right Reaction 0.54 k Bearing Length Req'd 0.574 in Richard E.Jones Associates, Title: Job# 339 Aviation Road Dsgnr: Queensbury, NY 12804 Description Phone:(518)793.1015 Scope: Fax:(618)793.2223 Rev: v'=2072,V-1 5.5.0.25-Sep-2001 U-80*1 C Engineoring Softere General Timber Beam Page--i Description L-5 Query Values M,V.&D @ Speclfi'4d Locations Moment — Shear Deflection @ Center Span Location= 0.00 it 0.00 k-ft 0.54 k 0.0000 in Hight Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location 0.00 it 0.00 k-ft 0.60 k 0.0000 in Sketch&Diagram "WrNTITIVIM", IIWiik=7+1TFf" VONA 421 32 -.0.0 Fin Amax $best load(k),...... n Ong M of��r rmax O.Sk 0.5k Rmax 0.5k 6.77 -1 j4.43' 5.00 P.7Y--'-6.33 Max 0 left Vmax(M rt 0.5k iii--f— -I UZU 0.43 Tl. T.: Ben Moment(*n). M, HE MR W M, 111 061 j0.02 L I Defte n on Along Meniber(ft) I-V Richard E.Jones Associates Title: Job# 339 Aviation Road Dsgnr: Queensbury,NY 12804 Description Phone: (518)793-1015 Scope Fax: (518)793-2223 Rev: 6""(xi Pa e User.KW-0602072,ver5.5.0,2s.sep.2on, General Timber Beam g 1(01983-2001 ENERCALC Enalneerino Software" Description L-7 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x12 Center Span 9.16 ft .....Lu 0'00 ft Beam Width 1.500 in Left Cantilever it .....Lu 0.00 it .Beam Depth 11.250 in Right Cantilever it .....Lu 0.00 It Member Type Sawn Fb Base Allow 1,200.0psii Load Dur.Factor 1.250 . Fv Allow 165.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi B 1,800.0 ksi Full Length Uniform Loads - Center DL 136.00#/lt LL #11t Left Cantilever DL' #/ft LL #/it Right Cantilever DL #fit LL #/it Summary Beam Design OK Span=9.16ft;Beam Width=1.500in x Depth=11.25in;Ends are Pin-Pin Max Stress Ratio 0.328 : 1 Maximum Moment 1.4 k-ft Maximum-Shear* 1.5 0.7 k Allowably;;, 4.4 k-ft Allowable' 3.5 k Max:Positive Moment 1.43 k-ft at 4.580 ft Shear: @ Left 0.62 k Max.Negative Moment 0.00 k-ft at 0.000 It @ Right 0.62 k Max @ Left Support 0.00 k-ft Camber @ Left 0.000 in Max @ Right Support 0:00 k-ft @ Center 0.101.in Max.M allow 4.35 @ Right 0.000 .in Reactions... fb 540.97 psi fv 44.29 psi Left DL 0.62 k Max' ' 0.62 k Fb 1,650.00 psi Fv. 206.25'psi Right DL 0:62 k Max 0.62k Deflections Center Span... Dead Load Total load Left Cantilever... Dead Load Total Load Deflection -0.067 in •0.067 in Deflection . '0.000 in 0.006 in ...Location 4.580 It 4.580 ft ...Length/Deft 04 . 0.0 ...Length/Defl 1,634.6 1,634.65, Right Cantilever... Camber(using'1.5*D.L.Defl)... Deflection OAOff in 0.000 in @ Center • 0.101 In Length/Dell 0.0 0.0 @ Left 0.000 in @ Right 0,000 In Stress Calcs Bending Analysis. Ck 28.094 Le 0.000 It Sxx 31.641 in3 Area 16.875 in2 Cf 1.100 Rb 0.000 Cl 1.471 Max Moment Sxx Reo'd Allowable fb @ Center 1.43 k-ft 10.37 in3 1.650.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,650.00 psi @ Right Support 6.00 k-ft 0.00 in3 1.650.00 psi Shear Analysis @ Left Support @-Right Support Design Shear 0.75 k 0.75 k Area Required 3.624 in2 3:624 in2. Fv:Allowable 206.25 psi 206.25.psi Bearing @ Supports . Max.Left Reaction 0.62 k Bearing Length Req'd 0.664 in Max.Right Reaction 0.62 k Bearing.Length Req'd 0.664 in Richard E.Jones Associates Titie: Job# 339 Aviation Road Dsgnr: Queensbury, NY 12804 Description Phone: (518)793-1015 Scope Fax: (518)793-2223 �(-S)li)f e W-00 K 2001 E E CALCVer ! neefin So General Timber Beam Page 2 3 2p0�ENERCAI C Engineering SoiKvare Description L-7 Query Vaiues M,V,&D @ Specified Locations Moment Shear Deflection - @ Center Span Location= 0.00 ft 0.00 k-ft 0. k ction in @ Right Cant.Location= ..0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Locaflon= . . 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Sketch &Diagram "1't'! >tT-1/�►iiT i,t,t,1 , 1 T Tt,1 -,38R18 � .. } OWN W1101.411 -037 8.49 .._......_.... I „.___„___ _...--......_ Shenrtoad{!cj .'�_- Location Along Member'(6) .�". . . 1.431-6��92 A,83 ' Rmax=0.8k Rmax=O.Bk . ( — t _ :-�•4.,-_-".€133—__8_ .24 �9.,6 Vmax(M left o.6k VmaxQh=B.Bk 1,4 - •__.. Mh r ffPP u i i Be Moment(k-6 �•s,•.L as - �' :I,�,::. .� 5 � Akmp Member(n) I, o il BiiIF 1.11 3r oO, ?0.03 {"S y y pRl 7�.3�- � ��yQl 4, �� � �e ��'�r `• � t%o4 •,.-+�!a �� �'��3�,��,� ids �'��,i i��ji ., ( __ �i 7ivi; s i :I Local'y'DeBectton(In) � LouBon Atone Member(ej-"�-'"—___:.._........... Richard E.Jones Associates Title: Job# 339 Aviation Road Dsgnr: Op.eansbury, NY 12804 Description Phone: (518)793-1015 Scope 00 Fax: (518)793-2223 e- 5501��� user:KM0602072,ver 5.5.0, ' �2 l Ti 1� 111 General Beam Page (01983-2001 ENERCALC E .n..'.".SoftSoftware Description L-8 General Information Calculations are designed to 1997 NDS and,1997 UBC Requirements Beam Width 3A00In Left Cantilever ft ...Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft ...Lu 0.00 ft Member Type Sawn - Fb Base Allow 1,200.0 psi Load Dur.Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,800.0 ks! [full Length Uniform Loads Full Length Center DL 595.00#/ft LL #/ft Left Cantilever DL #/it LL #/ft Right Cantilever DL #/ft; LL #/ft Summary Beam Design OK Span=7.00ft,Beam Width 3.000in x Depth=I 1-.'25!n,Ends are Pin-Pin Max 10 0 Summary Stress Ratio 0.419 Maximum Moment 3.6 k-ft Maximum Shear 1.5 2.3 k Allowable, 8.7 k-ft Allowable 7.0 k Max.Positive Moment 3.64 k-ft at 3.500 ft Shear: @ Left 2.08 k Max.Negative Moment 0.00 k-ft at 0.000 ft '@ Right 2.08 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.075 in Max.M allow 8.70 @ Right 0.000 In Reactions... fti 691.08 psi tv 68.12 psi Left,DL 2.08 k Max 2.08 k Fb 1,650.00 psi Fv ... 206.25 psi Right DL 2.08 k Max. 2.08 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection *'. -0.050 in -0.050 in Deflection, 0.000 in 0.000 in ...Location 3.500 it 3.500 ft ...Length(Deff 0.0 0.0 ...Length/Defi 1,674.4 1,674.44 ' Camber(USI66'11.5 D.L.DO)... Right Cantilever... @ Center 0.075 in Deflection 0.000 in 0.000 in @Left 0.000 In ...Leng"efl 0.0 0.0 @ Right 0.000 in Bending Analysis Ck 28.694 Le 0.000 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.100 Rb 0.000 Cl 1.471 Max Moment Sxx ReQ'd Allowable fb @ Center 3.64 k-ft 26.50 In3 .1,650.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,650.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,650.00 psi Shear Analysis @ Left Support Right Support Design Shear .2.30 k 2.30 k Area Required 11.147 in2 11.147 in2 Fv:Allowable 206.25 psi 206.25 psi Bearing @ Supports Max.Left Reaction 2.08 k Bearing Length Reqd 1.111 in Max.Right Reaction 2.08 k Bearing Length Reqd 1.111 in - Richard E.Jones Associates Title: ,iota# 339 Aviation Road Dsgnr: Queensbury,NY 12804 Description Rhone:(518)793-1015 ' Fax: (518)793-2223 Scope: LRev. 550100 user.K-20DI_06 E ERCA151E'nai nearing oft General Timber Beam Page 2 (c)1983.2001 ENERGALC E0.25- ep-Software Description L-8 Query Values M,V,8r D @ Speclfied Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 2.08 k: 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location=: 0.00 ft 0.00 k-ft 0.60 k 0.0000 in Sketch &Diagram E(>. ------- 070 t ti tfi! ttt ttf t �ttt f t i;fi 3 - -}--- 11.2-{ Omax=-0.a60in .. 1 .... ......__-_. .w.:....^.. t -.shear toad(k) _ ...Loaallan Alamo Member Rmax-2.1k Rmax=2.1k 1.26 "'(--'-- -`;.;-`-� �+, 1 P -60 6.3D"7.00 Vmax(Mlef1-2.1k _ ._ -I_... 1... Vmax(art-2.1k T 'ir I q Ben Moment R- - ;'Locallo0 m r �ORONO -0.02 `�41 P�:ti. I i€ PHi u may,...:. Local y De0edlon pn) Location Al_ -' __...... . .. aig Member(0)"-"'-"_..... .�.... )w ENGINEERING BY 2-c) c:)3 s( 5 (c) A M!Tek Affiliate Trenco 818 Soundside Rd Edenton,NC 27932 Telephone 252t482-7000 Fax 252/482-7115 Re: GIRLQUEN top-Constructibii Girl Scout_Camp - The truss drawing(s)referenced below have been prepared by Truss Engineering Co.under my direct supervision based on the parameters provided by Bellevue Builders Supply. Pages or sheets covered by this sealE1719356 thruE1719378 My license renewal date for the state of New York isAugust 31,2006. pF NE STF?,>y 0 r � � ;. luii t Ui (P C9 671 9p May 27,2004 Strzyzewski,Marvin The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSIITPI-1995 Sec.2. Engineering services provided by Truss Engineering Company. * � 4 0 N ,"I I r 51 ski u -0-0 2.M IU 244 240 240 241 211 M st-0 Bellevue Builders Supply Name:GIRL SCOUTS-QUEENSBURY 500 Duaneshurq Rd Address: Schenectady NY Telephone:518-355-7190 Fax:518-355-1371 Telephone: Ti x. 4 P 9 N �q Nq 4 7� W 0 4 eJal+ 3- Y Fuss transferred from Layout ib: G[RLQUEN • I s ebs161R U :ale:1:128 Date:4/13/2004 Drawn By: CRA LGILQUEN Truss Truss Type =28 top Construction- Girl Scout CampE171935�E,11 ROOF TRUSS Reference{o tional Bellevue Builders Supply,Schenectady,NY 12306 5,200 s Jan 16 2004 MiTek Industries,Inc. Thu May 2710:55:45 2004 Page 1 -1-q-0 8-0.0 1-00 800 2x4 11 Scale=1:35.2 3 8.00 12 cY' 2 3x5= 5 4 2x4 11 t- 8-0-0 1 800 Plate Offsets(X Y)' (2.0-2-11 0-1-8) LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) Vdefl Lld PLATES GRIP TCLL 50.0 Plates Increase 1.16 TC 0.60 Vert(LL) -0.19 2-4 >484 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.38 2-4 >242 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n1a BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:35lb LUMBER BRACING - TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 4=598/Mechanical,2=70610-5-8 Max Horz2=193(load case 5) Max Uplift4=-69(load case 5),2=-73(foad case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56,2-3=-218/205,3-4=-446/135 BOT CHORD 2-5=-361114,4-5=-361114 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00, 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6).Refer to girder(s)for truss to truss connections. F NIFIV 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 69 to uplift at joint 4 and 73 lb uplift at joint 2. P P,STf9,>y 0 LOAD CASE(S) Standard r _ rt sail`. Z fiO�y N�, 67A �Cfi ti SS10 May 27,2004 ® WARNING-Verify design parameters and BMW NOTES ON TNIS AND INCLUDED WTER REFERENCE PAGE MU7473 BEFORE USE. EPF INEERING BY Design valid for use only with MiTek connectors.This design is hosed only upon parameters shown,and Is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is forlateml support of individual web members only.AdcNonal temporary bracing to insure stability during construction is the responsibillity of the RENCO erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A tliTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information avoilable from Truss Plate Institute,5B3 D'Onofflo Drive,Madison,WI 53719. Edenton,NC 27932 T Truss Type Qty Ply Girl Scout Camp Truss Type �Hilltop Construction E1719357 Job Truss TROOFTTRUSS 2 1 Jab E.12 Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MlTek Industries,Inc. Thu May 27 10:55:46 2004 Page I -1-0.0 1 2-M a-" 1-0-0 2-0-0 6-0-0 Scale=1:15.4 6x6 42A 11 C 8.00f_12 2 F� ii 12� 3x5= 3x5 I 8-M 8-0-0 Plate Offsets(X,Y): [2:0-2-11,0-1-81 LOADING(psf) SPACING 2.0-O CS1 DEFIL in (too) Well Ltd PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0,61 Vert(LL) -0.19 2-5 >484 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.38 2-5 >242 240 BCLL_ 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.01 5 n/a Pile BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:36 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oo purins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 5=522/Mechanical,2=693/0-5-8 Max Horz2=61(lo,ad case 6) Max Uplift5=-47(load case 5),2=-63(load case 7) Max Grav5=692(load case 3),2=693(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0179,2-3=-615/83,3-4=-11/17,4-5---498/74 BOT CHORD 2-5=-89/454 WEBS 3-5=-469/82 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf,BCDL=5.Opsf,Category 11;Exp C;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip,DOL=1.33. 2)TCLL:ASCE 7-98;Pf--50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water poncling. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. NE 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will A" 01 F fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to,truss connections, 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 47 Ito uplift at joint 5 and 63 lb uplift at joint pint 2. 1z' (P LOAD CASE(S) Standard 1V'0-67A'A opessilo May 27,2004 A WARNING-Verify design pararneters,and READ NOTES ON TXS AND JNCLEFDED AUTZKREFEREMCS PAGE MU-7473 BEFORE USE. El-IGMEERING BY Design valid for use ortly with MiTek connectors.This design is based any upon parameters shown,and Is for onindividual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary blaring to insure stability during construction is the responsibillityof the, RENCO erector.Add lionot permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding AlAiTelsAlliffiato fabrication,quality control,storage,delivery,erection and bracing,consult AtISI/IP111 Quality Criteria,DSB-89 and SCS11 Building Component, 818 SoundsIde Rd safety Informotton available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. Edenton,NC27932 Job Truss Truss Type Qty Ply Hilltop Construction. Girl Scout Camp E1719358 GIALQUEN EJ3 ROOF TRUSS 2 1�Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 27 10:55:47 2004 Page 1 _1_0_0 6-0-0 B-0-0 1-0-0 6-0-0 2-M 6x6= Scale 1:28.6 2X4 11 3 4 11 U 8.00 F1_2 2 5 3X5= 3X5 8-0-0 8-0-0 Plate Offsets(X,Y): [2.0-2-11,0-1-81 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase .1.15 TO 0.47 Vert(LL) -0.19 2-5 >484 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.38 2-5 >242 240 BCLL 0.0 Rep Stress Incr YES WIB 0.18 Horz(TL) 0.00 6 n/a n/a BCOL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:37 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc,purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPIF Stud REACTIONS (lb/size) 5=522/Mechanical,2=69310-5-8 -Max Horz2=1 52(load case 7) Max Uplift5=-58(load case 7),2=-77(load case 8) Max Grav5=522(load case 1),2=916(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0179,2-3=-445170,3-4=-28/88,4-5=-158/46 BOT CHORD 2-5=-62/163 WEBS 3-5=403/122 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWIFIRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98:Pf--50,0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. OF NEIV 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. j. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ST ji- fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. Ly 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 58 lb uplift at joint 5 and 77 lb uplift at joint (P 2. LOAD CASE(S)Standard (P ,Z�op 67A SS10 May 27,2004 WARNING-Vertry design parameters and READ NOTES ON TMS AND INCLUDED JUTFX REFERENCE PAGE MU-7473 BEFORE USE. ENGINEERING BY Design valid for use onlywithMill"ekconnectors.This designis based only upon parameters shown,and is for an individual building component. AppricablMyof design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing fo insure stability during construction is the responsibillityof the TRENG erector.Additional permanent bracing of the overall structure is the respomibility of the building designer.For general guidance regarding A NliT,-K Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,wl 53719. Edenton,NC27932 Job' Truss ]TrussType JQty Ply Hilltop Construction- Girl Scout Camp • . E171935 GIRLQUEN EA ROOFTRUSS 2 1 Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTelk Industries,Inc.Thu May 2710:55:48 2004 Page l . -1-0-0 1 4-0-0 8-0-0 1-0-0 a 0.0 a 0.0 6x5= Scale=1,21.2 2x4 Il 3 4 LJ 8.00 F12 - - 2 5• 3x5= 3x5 8-0-0 .8'0-0 Plate Offsets(XY)• (2.0-2-110-1-81 LOADING(psf) SPACING 2-0.0 CS! DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 50.0 Plate's lnciease 1.15 TG , 0.23 Vert(LL) ,-0.19 .2-5 >484 360 M1120 169/123 TCDL , 10.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.38-'-2-5 >242 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:35lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 5=522/Mechanicai,2=693/0-5-8 Max'Horz2=106(load case 7) Max Upiift5=-48(load case 7),2=-74(load case 8) Max Grav6=583(load case 3),2=804(load case.2) FORCES (lb)-Maximum Comprossion/Maximum Pension TOP`CHORD` 1-2=0/79,2=3=-514/141;3-4=-19/60,4-5=-328/97 BOT CHORD 2-5=-83/290 l` WEBS 3-5==360/129 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS Interior zone and C-C Exterior(2)- zone;cantilever left and right exposed;,end vertical left and right exposed;Lumber DOL=1133 plate grip DOL=1.33.This truss Is designed for C-C for members and forces,and for MWFRS for reactions specified. ' 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load'of 50.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent waterponding. - ' - OF N�� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads per Table 1667.1 of,IBC.00. y. 7)'This truss has been designed for live load`of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tt Q STR,> 0� fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9iProvide mechanical connection(by others)of truss to bearing plate capable of withstanding 48 to uplift at joint 5 and 74 lb uplift atjoint 2. r— LOAD CASE(S)Standard May 27,2004 ® WARMNG-Verifg design parmneters and READ NOTES GN Tms AN.D=cLEruzD=TEB RerpiwNce PAGE=.7473 BEFORE USE, B'(Dezgnvalid foruse only with eWek nters onnprope.This designon of d mpontyupon pasponsi rs y of buiand isforanindividual s designcornpang shTREER'� 'Appticatiiliiy of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Gracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidonce regarding A fit rrex At fit finto fabrication,quality control,storage,delivery,erection and bracing,consult`ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madsan,N 53719., Edenton,NC27932 2 Job Truss Truss Type FQtyPly, Hilltop Construction• Girl Scout CampE1719360 SJ1ROOF TRUSS1 Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16200411 Industries,Inc. Thu May 27 10:55:48 2004 Pagel . A-" 2-0-0 i 3 i 1-0-0 240.0 Scale=.1:11.2 8.00 12 2 All 4 2-0-0 2-0-0 Plate Offsets(X,Y): [2:0-2-11 0-1-81 LOADING(psf) SPACING 2-0.0 CSI DEFL Jn (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 2 >999 360 MII20 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL), -0.00 1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hprz(TL) -0.00 3 nla n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weightr9lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 2-0-0 oc purlins. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=80/Mechanical,2=294/0-5-8,4=191Mechanical Max Horz2=68(load case 6) Max Upflff3=-22(load case 6),2=46(load case 6)) Max Grav3=80(load case 1),2=294(load case 1),4=39(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0155,2-3=-91/35 BOT CHORD 24=0/0 NOTES 1)Wind:ASCE 7-98;90mph;'h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;PartialIy Exp. 3)This truss has been designed for 1.00 times flat roof toad of 50.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girders for truss to truss.ca inactions. �IF N E� 7 1. -2Fr`ovide mec anicai-connection(by-others)•of-trusslto.tie`wing-plate-capable•o€-withstanding 221fb?iiplifLat'<jfyinta3andr46ftb upuffatjo_int � STR j- �Q` Q. 2r O LOAD CASE(S)Standard t? fin N0 67A A©� SSA May 27,2004 WARNING-Yertjy design parameters and READ NOTES ON TMS AND DYCLUDED MITER REFERENCE PAGEMU-7473 BEFORE USE. Et•}INEERING eY Design valid for use only with MiTek connectors.This design is based only upon parameters yofshown,building and is for an individual building component. Applicablity of design paramenters and proper incorporation of component responsibility of bulding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding AMi`feK Atliliate fabrication,qualiitycontrol,storage,delivery,erection and bracing,consult ANSI/TPIT Quality Criteria,DSB•69 and BCSII Building Component • 818 Soundside Rd Safety Information avolable from Truss Plate institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC27932 Job Truss Truss Type Qty Ply Hilltop Construction- Girl Scout Camp E1719361 COMMON 6 1 Job Reference(options[) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 27 10.,55:49 2004 Page 1 I B-0-0 16-0-0 17-0-0 1 1_0_0 6x6= Scale 1:37.2 3 8.00 F1_2 41 4 2 1 5 6x6= 7 6 8 6X6 W 11 8-" 16-0-0 8-0-0 B-0-0 Plate Offsets(X,Y): [2:0-1-1,0-0-31,[3:0-3-0,0-1-121,(4:0-1-1,0-0-31 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.16 2-6 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.23 2-6 >812 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:64 lb. LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E -TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2 X 4 SPF-S 165OF 1.51E BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 2=133010-5-8,4=1330/0-5-8 Max Horz2=142(load case 7) Max UpIW=-94(load case 8),4=-94(load case 9) Max Grav2=1496(load case 2),4=1496(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0179,2-3=-1460/206,3-4=-1460/206,4-5=0/79 BOT CHORD 2-7=-1611059,6-7=-1611059,6-8=-16/1059,4-8=-16/1059 WEBS 3-6=0/384 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and fight exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf--50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 0� NIFIV 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will X J. fit between the bottom chord and any other members. STR,> 0 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 lb uplift at joint 2 and 94 Ib uplift at joint 4. CO (P LOAD CASE(S) Standard A FQ 0.67192 AROF SS10 May 27,2004 WARNING-Ver(fi,design parameters and READ NOTES ON V98 AND INCLUDED ZUTFX JZEFM=Ce PAGE MU-7473 BEFORE USE. IIIIIIIIIIIIIIIIIIIENGINEEFU*BY Design valid for use only Win WiTek connectors,This design Is based any upon parameters shown,and is for an individual building component. amill Applicability of design poramenters and proper incorporation of component is responsibility of bufcring designer-not truss designer.Bracing shown R ca is for lateral support of incrividual web members only.Additional temporary bracing to insure stability during construction is the responsibiffily at the is erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB.89 and SCSII Building Component 818 Soundside Rd Solety Information available from Truss Plate Institute,583 YOnodo Drive.Madison,VA 53719. Edenton,NC27932 rGIR b, Truss Truss Type Qty Ply Hilltop Construction- Girl Scout Camp E171936 LQUEN Tz1 Gl� ROOF TRUSS 1 1il � Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 2710:55:50 2004 Page 1 3-2-14 5-7-7 8-0-0 104-9 12-9-2 16.0-0 3-2-14 2.4-9 24.9 2-4-9 2-4-9 3-2.14 9xl2.5 Mill6= Scale=1:37.5 4 2x4 11 q;i 8.00 12 3 3x6 G 24 7 1 Ia 5xl4 12 11 10 9 8 5x14 O 3x8 11 8x8= 1 ox10 11 8x8= 3x8 11 3-2-14 } 5.7-7 B-0-0 10.49' 12-9-2 ) 16-0-0 3-2-14 24-9 2.4-9 2-4-9 24.9 3-2-14 Plate Offsets(X Y): [1:0-3-3 0-2-8] [4:0-6-4 0-1-12] [7:0-3-3 0-2-8] [9:0-4-0 0-5-0] [10:0-7-4 Edae],[11:04-0,0-5-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ltd PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.35 Vert(I-Q. -0.11 9 >999 360 M)I20 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.48 Vert(TL} -0.14 9 >999 240 M1116 109170 BCLL 0.0 Rep Stress Incr NO WB 6.82 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:388lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2 X 8 SYP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except' 4-10 2 X 8 SYP 240OF 2.0E WEDGE Left:2 X 4 SYP No.3,Right:2 X 4 SYP No.3 REACTIONS (lb/size) 1=7945/0-5-8,7=13798/0-5-8 Max Horzl=-139(load case 5) Max Upliftl=-566(load case 7),7=-1035(load case 8) Max Gravl=9445(load case 2),7=15298(toad case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-15049/913,2-3=-15410/965,3-4=-1518B/1001,4-5=-18042/1230,6-6=-18422/1207,6-7=-21066/1395 BOT CHORD 1-12=-759/12105,11-12=759/12105,10-11=-766/12829,9-1 0=766/1 2 82 9,8-9=-1098/17054,7-8=-1098/17054 WEBS 2-12=849172,2-11=100/1212,3-11=-47/375,4-11=-836/157,4-10=-754/12800,4-9=-478/5738,5-9=-69/662, 6-9=-2642/277,6-8=-270/3271 NOTES 1r}3-p!y truss to be conriected'tagetha vrith 10d Cemnlon(.1'48"z3"-}Nai[s as ficllowsr . Tap chards connected as fat ows:2 X B» rows at Bottom chorcts coonnoeetted as follaws:2 X 8-3 rows at O.4 0 oc. NE Webs connected as fo)taws 2,X 4 l row a.0.)0 oc 2=X 8=37ows at 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply �tZ� P,STFjzy 0� connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf,,BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone;cantilever left and Ly right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. * Q 4, (P 4)TOLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. r 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)All plates are M1120 plates unless otherwise indicated. 7)'This truss has been designed for a live load.of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will vx fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 566 lb uplift atjoint 1 and 1035 to uplift at, �QA NO,$7�fl2 joint 7. 9)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)10667.11b down and 568.41b or- SsA0 up at 8-0-0 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. May 27,2004 MSADWASE04gSt3ndard ® WARNWG-Venjfy design patmnetem and READ NOTES ON TMS AND 2'NCLUDED XTEE REFERENCE PAGE hD7-V47$EEPORE USE. Eta rNEERtNG BY Design valid for use only with MTekconnectpe inc design obasedonly upon parameters y of building and is for an individual building component. � � Appiicabtityof design paramenfersandpraperincorpora6onofcomporientixesponsibilityafbu�dingdesigner-rottruss designer.8racingshown , B for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilfily of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ' A MiTek Alfiiiato fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-8?and BCSII Building Component 818 Souridside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC27932 Job Truss Truss Type 7Qty Ply Hilltop Construction- Girt Scout Camp E171936 GIRLQUEN T1GD ROOFTRUSS 1 ry Jab Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 27 10:55:50 2004 Page 2 LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-120,4-7=-120,1-10=-20,7-10=-1526(F=-1506) Concentrated Loads(lb) Vert:10=-7860(F) ® V&RNINO-Verify design parameters and READNOTES ON TBTS AND INCLUDED hrtTZK REFERENCE FAGEMU--7473 BEFORE USE. iiiiiiiiiiiiiiiiiiiiENGINEERMESG BY Design valid foe use only with MiTek connectors.This design is based only upon.parameters shown,and is for an individual building component. �� Applicability of design paramenters and proper incorporation of component is responsibility of binding designer-not truss designer.Bracing shown is for lateral support of individual web members orgy.Additional temporary bracing to insure stability during construction is the responsibiiGty of the CO erector.Additional permanent bracing of the overall structure is the responsibility of the building designer,For general guidance regarding AMiTck Atlillate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB•89 and BCSII Building Component Safety Information avollable from Tans Plate Institute,583 D'Onofrio Drive,Madison,VA53719. 818 Saundsido Rd Edenton,NC27932 Rd Job Truss Truss Type Qty Ply Hilltop Construction= Girl Scout Camp E171936 GIRLQUEN TiGE ROOF TRUSS 1 1 Job Reference(options[) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc.Thu May 2710:55:51"2004 Page 1 -1-0-0 8-0.0 16-0.0 17-0-0 1-0-0 8-0-0, 8-0-0 1-0.0 5x6= Scale=1:37.2 6 2x4 11 2x4 11 5 7 8.00 12 2x4 II 2x4 II - 4 8 2x4 11 - 2x4 11 3 9 10 2 11�� a 3x5 18 1 16 - ,15 - 14 13 12 3x5= 2x4 11 2x4 1 I 2x4.l l 2x4 11 2x4 11 2x4 11 2x4 11 1 16-0.0 •. •. . 16-0-0 Plate Offsets(XY)• [2'0-2-1'1 0-1-81 f10.0-2-11 0-1-8] LOADING(psf) SPACING', 2-0-0 CSI DER in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase- .1.15 TC 0.08 Vert(LL) n/a - Na 999 M1120 169/123 TCDL 10.0 Lumber Increase 1716 BC 0.04 Vert(TL) -0.00 • 1 >999 240 BCLL 0.0 Rep Stress bier..- NO WB, 0.13 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Matrix) - Weight:81lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc,purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E"' BOT CHORD Rigid"ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (ib/size) 2=306/16-0-0,10=306/16-0-0,15=220/16-0-0,16=274/16-0-0,17=285/16-0-0,18=265/16-0-0,14=274/16-0-0,13=285/16-0-0,1 2=26511 6-0-0 Max 14=2=142(load case 6) Max Upiift2=-53(load case 6),10=-32(toad case 9),16=-34(load case 8),17=-54(load case.8),18=-41.(load case 8),14=-29(load case 9);13=-56(load case 9), 12=-38(load case 9) Max Grav2=403(load case 2),10=403(load case 3),15=220(I6ad case 1),16=384(foad case 2),11=389(load case 2),18=359(load case 2),14=384(load case 3), 13=389(load case 3),12=359(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0177,2-3=-158/103,3-4=-140/93,4-5=-144/104,5-6=-146/156,6-7=-146/156,7-8=-144/104,8-9=-140/49,. 9-10=-158/45,10-11=0177 BOT CHORD 2-1 8=-14197,17-18=-14197,16-17=-14/97,15-16=-14/97,14-15=-14197,1 3-1 4=-1 4197,12-13=-14/97,1 0-1 2=-1 419 7 WEBS 6-15=-18010,5-16=-344171,4-1 7=-34811 1 1,3-18=-321/91 7-14=-344171,8-93=-348/111,9-12=-321/91 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS Interior zone and'C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and farces,and for MWFRS forreactions specified. 2)Truss designed for wind loads in the plane of the truss only. ©r- NEW 3)TCLL:ASCE 7-98;PF50.0 psf(roof snow);Exp C;Partially Exp. 4)Unbalanced snow loads have been considered for this design. ��� P S1 J9,Zy� 0 5)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs-non-concurrent with other live loads. 6)This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. Gy 7)Gable requires continuous bottom chord bearing. * Q # 8)Gable studs spaced at 2-0-0'oe. r _ 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any.other members. 10)Provide mechanical connectiorn(by others)oftruss to bearing plate capable of withstanding 53 lb uplift at joint 2,32 lb uplift at joint 10, 2 34 lb uplift at joint 16,54 lb uplift atjoint 17,41 Ib uplift at joint 18,2916 uplift at joint 14,56 lb uplift at joint 13 and 38 lb uplift at joint fi 12. �A0.671a2 � LOAD CA,SE(S) Standard '` ROF SS10 May 27,2004 ® WARMNO.Pergy design parameters and READ NOTES ON TWS AND INCLUDED MTTEK REFERENCE PAGE MI77473 BEFORE USE. ENraIMEER1140 BY -R ' Design volid for use only withMifek connectors.This design is based only upon parameters shown,and Is for on individual building component. � �� ' Applicability of design paramenters and proper incorporation ofoomponent is responsibility of binding designer-not truss designer.Bracing shown is for lateral support of individual web members anly.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Addfional permanent bracing of the overall structure is the responsibility of the building designer.For general guidorice regording , A Mi7ek Aiffflate' fabrication,quality control,storage,delivery,erection and'brocing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd _ Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. Edenton,NC27932 Job Truss Truss Type Qry Ply t -Girl Scout Camp GIRLQUEN T2 FROOFTTRUSS Hill op Construction E1719364 i Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.20.D s Jan 16 2004 Mi rek Industries,Inc. Thu May 27 10:55:52 2004 Page I V-P 7-8.5 14-9-0 22-9-0 30-9-0 37-9-11 45-V *6 I 1_0_0 7-8-5 7-0-11 8-M 8-D-0 7-0-11 7-8-5 1-0-0 Scale=1:80.3 8x8 8.00 F1_2 2x4 11 8x8 5 6 7 4x6 O4X6 2A 4 8 2x4 3 9 9 c 2 1411 ig 10x14= 17 18 16 19 15 20 14 21 13, 22 12 23 24 10x14 zz 4x5= 4x5= 5x6= 4x10 5X6= 4x5= 4x5 11-8-5 22-M 33-9-11 .45-6-0 11-8.5 11-0-11 11-D-11 11-8-5 Plate Offsets(X.Y): [2:0-0-0.0-0-61,[2:0-5-14,Edgel.[5:0-5-0,0-3-81,[7:0-5-0,0-3-81,(10:0-5-14,Edgel,fl 0:0-0-0,0-0-61 LOADING(psf) SPACING 2-0-0 CS1 DEFL In (Ioc) Ildefi Ud PLATES , GRIP TCLL 50.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.34 14-16 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.55 Vert(TQ. -0.45 1+16 >999 240 BCLL 0.0 Rep Stress Incr YES W8 0.96 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:263 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 2-9-12 oc pudins. BOT CHORD 2 X 6 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 *Except* WEBS 1 Row at midpt 6-14 3-16 2 X 4 SPF Stud,9-12 2 X 4 SPF Stud WEDGE Left:2 X 10 SYP No.2,Right:2 X 10 SYP No.2 REACTIONS (lb/size) 2=3667/0-5-8,10=366710-5-8 Max Harz2=258(load case 7) Max Uplift2=-148(load case 8),10=-148(load case 9) Max Grav2=4506(load case 2),10=4506(load case 3) FORCES (11b)-Maximum Compression/Maximurn Tension TOP CHORD' 1-2=0190,2-3=-66821802,3-4=-58921783,4-5=-5279/819,5-6=-4675/786,'6-7=-4675/786,7-8=-52791819,8-9=-58921783, 9-10=-6682/802,10-11=0190 BOT CHORD 2-1 7=5 011521 3,17-18=-5011/5213,16-18=-50115213,16-19=-284/4234,15-19=-284/4234,15-20=-28414234, 14-20=-284/4234,14-21=-284/4234;13-21=-28414234,13-22=-284/4234,12-22=-284/4234,12-23=-501/5213, 23-24=-501/5213,10-24=-501/5213 WEBS 3-16=-9441288,5-16=-12111305,5-14=-194/1646,6-14=-14001258,7-14=-194/1646,7-12=-121/1305,9-12=-944/288 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf,BCDL=5.Cpsf,Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) oi` NEF tN zone;cantilever left and right exposed;end vertical left and right exposed:Lumber DOL=1.33 plate grip DOL=1.33.This truss is A, designed for C-C for members and forces,and for'MWFRS for reactions specified. ST8,_>), 2)TCLL:ASCE 7-98;Pf--50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design, 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. r- 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any,other live loads per Table 1607.1 of IBC-00. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Z 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 148 lb uplift at joint 2 and 148 lb uplift at joint 10. OAl LOAD CASE(S)Standard SS10 May 27,2004 WARMG-vertfy design parainetem and READNOTES ON TBIS AND JNCLUDEDAUTAK REFERENCEPAC3Z MU-7473 BEFORE USE, EhlGIfdEERIyGeY Design valid for use only with Milek connectors,This design is based any upon parameters shown,and is for on individual building component. %fcabgity of design paramenters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown P'llateral support of Individual web members only.Additional temporary bracing to insure stability during construction Is the responsibillity,of the a KIENCO erector.Adc(itional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding AlAiTckAfflllato fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSO.89 and BCSII Building Component Safety Informcdoin ovaliabie from Truss Plate Institute,583 D'Onofdo Drive.Madison,WI 53719, 818 Soundside Rd Edenton,NC 27932 Job Truss Truss Type Qty Ply Hilltop Construction- Girl Scout Camp GlhLQUEN T2A ROOF TRUSS I Job Reference Bellevue Builders Supply,Schenectady,NY 12306 5200 s Jan 16 2004 MiTek Industries,Inc. Thu May 27 10:56:53 2004 Page I 7-8-5 I 14-9-0 22-9-0 30-9-0 37-9-11 1 45-6-0 *6 7-8-5 7-0-11 8-0-0 8-0-0 7-0-11 7-8-5 1-0-0 Scale 1:79.5 8x8 8.00 J 1-2 2x4 I I 8X8 4 5 6 4x6 f 46 2A 3 7 2x4 2 8 9 o --------- 910 19, 10x14 zz 16 17 15 18 14 19. 13 20 12 21 11 22 23 10x14 45= 5X6= 5x6= 4x10= 5x6= 4x5= 45 -11-8-5 22-9-0 33-9-11 45-6-0 11-8.5 11-0-11 11-0-11 11-8-5 Plate Offsets(X,Y): [1:Edge,0-0-1 01,[1:0-5-9,Edge],[4:0-5-0,0-3-8],[6:0-5-0,0-3-8],[9:0-5-14,Edge],(9:0-0-0,0-0-61 LOADING(psf) SPACING 2-0-0 CS1 DEFL In (loc) I/defi L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC O.67 Vert(LL) -0.3411-13 1 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 115 br- 0.56 Vert(TL) -0.46 11-13 >999 240 SCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.14 9 We n/a BCDL 10.0 Coder IBC20001ANS195 (Matrix) Weight:261 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 2-9-3 oc pudins. BOT CHORD 2 X 6 SPF 240OF 2.011 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 *Except' WEBS I Row at midpit 5-13 2-15 2 X 4 SPF Stud,8-112 X 4 SPF Stud WEDGE Left:2 X 10 SYP No.2,Right:2 X 10 SYP No.2 REACTIONS (lb/size) 1=3518/0-5-8,9=3669/0-5-8 Max Harz I=269(load case 6) Max Upli81=104(load case 7),9=-148(load case 9) Max Grav1=4294(load case 2),9=4507(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD -1-2=-6702/810,2-3=-591i[790,3-4=-5298/826,4-5=-46811789,5-6=46B1/789,6-7=-5280/821,7-8=-58921786, 8-9=-66831805,9-1 0=0190 BOT CHORD 1-16=-509/5235,16-17=-509/5235,1 5-1 7=-50915 2 3 5,15-18=-287/4244,14-18=-287/4244,14-19=-287/4244, 13-19=-287/4244,13-20=-285/4235,12-20=-285/4235,12-21=285/4235.11-21=285/4235,11-22=-503/5214, 22-23=-503/5214,9-23--503/5214 WEBS 2-16=-955/292,4-15=-128/1323,4-13=-194/1646,5-13=-1401/268,6-13=-19511650,6-11=-121/1305,8-11=-944/288 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=S.Opsf,Category 11;Exp C;enclosed;MWFRS1 Interior zone and C-C Exterior(2) OF NS zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. STR,>, 0 2)TCLL:ASCE 7-98;Pf�-50.0 psf(roof snow);Exp C;Partially Exp.3)Unbalanced snow loads have been considered for this design. jy 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. (P 5)Provide adequate drainage to prevent water Ponding. r- 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. '211 7)'This truss has been designed for a live load of 20.Opsf on the bottorin chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 104 to uplift at joint 1 and 148 lb uplift at joint 9. 6 A> 0,67A LOAD CASE(S)Standard SS10 May 27,200.4 WARNING-Ver(fy designpanarrtetms and READNOTES ON TJBS AND ZNCLUDED AUTEKKEPERENCE PAGE MU-7473 BEFORE USE EWSINEERII,*BY Design valid fat use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown i erector.Adcriflonal permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding RENCO s for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the AlAtTeKAIIIIiate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSIII Building Component 818 SDundside Rd Safety Information available from Truss Plate Institute,583 D'Onofflo Drive,Madison,4Vi 53719. Edenton,NC27932 Job Truss Type Qty Construction- Girl Scout Camp i ,E1719366 GIRLQUEN 4T ROOF 2 Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 a Jan 16 2004 MiTek Industries,Inc. Thu May 27 10:55:54 2004 Page 1 14-9-0 1 22-M 30-9-0 37-9-11 1-0-0 7-8-5 7-0-11 8-0-0 8-0_0 7-0-11 7-8-5 Scale=1:82.3 6x10 8.00 F1_2 2X4 11 WO 5 6 7 46 i4x6 Z�- 4x5 4 05 10 .12 10x14= 17 16 15 18 14 19 13 12 11 6x6 4x5= 3X7 [I 6x6= 6X8 6x6= 3x7 11 W 6X6= 6X6 7-8-5 14-9-0 1 22-9-0 30-9-0 37-9-11 45-6-0 7-8-5 7-0-11 8-" 8-0-0 7-0-11 7-8-5 Plate Offsets(XY): [2:0-0-0,0-0-6],[2:0-5-14,Edge],[5:0-6-4,0-3-0],[7:0-6-4,0-3-0],[10:0-6-10.0-1-6],[10:0-0-8,0-0-8],[12:0-3-0,0-3-12],[14:0-4-0,0-4-0],[15:0.3-0,Edge],[16:0-3-0 ,0-3-121 LOADING(psf) SPACING 2-0-0 CS11 DEFIL In (loc) I/defi Ud PLATES GRIP TCLL 50.0 Plates Increase 1.16 TC 0,57 Vert(LL) -0.33 12-14 >999 360 M1120 1691123 TCDL 10.0 'Lumber Increase 1.15 BC 0.63 Vert(TL) -0.45 12-14 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:546 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 4-6-10 oc purlins. BOT CHORD 2 X 6 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 *Except* 3-17 2 X 4 SPF Stud,9-112 X 4 SPF Stud WEDGE Left:2 X 10 SYP No.2,Right:2 X 6 SYP No.2 REACTIONS (lb/size) 2=8006/0-5-8,10=7854/Mechanical Max Horz2=269(load case 6) Max Uplift2=646(load case 7),1 0=601(load case 5) Max Grav2=8842(load case 2),10=8633(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0190,2-3=-13141/931,3-4=-107091793,4-5=-10109/829,5-6=9710/786,6-7=-9710[786,7-8=-10154/832, 8-9=-1107551796,9-10=-13247/940 BOT CHORD 2-1 7=-9 4411 0 5 7 8,16-17=-944/10578,15-16=-747/8676,1 5-1 8=-74718 6 7 6,14-18=-74718676,14-19=-598/8712, 13-19=-598/8712,12-13=-598/8712,11-12=-695/10706,10-11=-695/10706 WEBS 3-17=-104/1708,3-16=-2405/311,5-16=-270/3195,5-14=-320/2568,6-14=-13501215,7-14=-317/2527,7-12=-276/3254, 9-12=-2520/324,9-11=-I 10/1739 jNOTES of: NStV -iol—tri Fqq t Conne Ct Fd together Nails as'.-follows: 1 connected as f \ STRZ), 0 Bottom chords connected as follows:2 X 2firc@y row at_Q,:' oc 4Z (P 2)All loadFare F.r—.d--consi .q..Ily—.ppr,.d to all plies;except if noted as front(F)or back(B)face In the LOAD CASE(S)section.Ply to pi connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf BCDL=S.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone;cantilever left an right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.. 4)TCLL:ASCE 7-98;Pf--50.0 psf(roof snow);Exp C;Partially Exp. Z 5)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 0 67VA 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of[BC-00. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will sslo�4 fit between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss connections. May 27,2004 Continued on page 2 15MENCO A& WARNING-Verify design parametersparametersand RMIDNOTES ONTWS AND INCLUDED=TFX REFERENCE PAGE MU-7473 BEFORE USE. IIIIIIIIIIIIIIIIIII[ENGINEERIM BY Design valid for use only Win Mt7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Is A i " . plicabilily of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regard ng fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 QuoillyCriteria,DSO-89 and IICSII Building Component A MiTaK Affilinto Safety Information available from Truss Plate Institute,583 D'Onotdo Drive,Madison,VVI 53719. 816 Soundside Rd Edenton,NC27932 Jab Truss Truss Type City Ply Hilltop Construction- Girl Scout Camp • . E171936 GIRLQUEN T2AGD ROOF TRUSS 1 2 Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 Walk Industries,Inc. Thu May 27 10:55:54 2004 page 2 NOTES 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 645 lb uplift at joint 2 and 601 lb uplift at joint 10. 11)Girder carries tie-in span(s):8-0-0 from 0-0-0 to 45-6-0 LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-120,5-7=-120,7-10-120,2-16=-220(F=-200),16-18=-260(1`=200),18-19=-220(F=-200),12-19=-260(F=-200),10-12==220(17=-200) WARMNG-Weifydeslgnpar .ter&and REW NOTES ON TJRS AIMINCLUDEOWTEKREFEREKCE FAGEMU7473BEFUM USE. £MG'INE£RItiG BY Design valid for use only with MFek connectors.This design is based only upon parameters shown,and Is foran indivduai building component. TR Applicobllily of design pamnienters and proper inaorporation of component is responsibility at buading'designer-not truss designer.Bracing shown is forlaterai support of individual web membe s only.AdditonaC to npo ary bnaaing to insure stabBtly dunng construafbn I' 1ho responsibitiit}of fhe erector.Additional perrnanenT bracing of the oveall structurels the responsibility of fhe building designer.For general guidance regading AMiTek Atliliata fabrication,qualify car trol,storage,delivery,erection and br..-rn,consult ANSI/TPn Quolity Cdferia,DSB•89 and BCSIt Building Component 816 Saundsido Rd Safety Intormatian avptlpble hom Truss Plate InsltNte,583 D'Qnofrio Drive,Madison,W1537f 9. Edenton,.NC27932 Job Truss Truss Type Oty Ply Hilltop Construction- Girl Scout Camp E771936 GIRLOUEN 1 T23 B ROOF TRUSS 1 1 Ali. Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5,200 s Jan 16 2004 MITek Industries,Inc. Thu May 27 10:55:54 2004 Page 1 6-3-6 T� 14-3-6 21.4-1 29-0.6 30_0-6 6-3-6 8-0-0 7-0-11 7-8-5 1-0-0. 5x6= 2x4 11 8x8= Scale=1:62.1 1 2 3 8.00112 4x6 1' 4 2A :e 5 6 7 IQ ED a 11 12 10 13 9 14 8 15 16 5xB 3x7 II 410= 46= 4x4= 6-3-6 17.4-1 29-0-6 6-3-6 11-0-11 11-8-5 Plate Offsets(X,Y): [1:Edge,0-1-12],[3:0-5-8,0-3-12],[6:0-3-10,0-2-4] [8:0-1-8 0-1-12],[10:0-3-12,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.58 Vert(LL), -0.22 8-10 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.30 8-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:178lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 4-3-1 oc pudins, except end verticals. BOT CHORD 2 X 6 SPFS 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 'Except* WEBS 1 Row at micipt 2-10 1-11 2 X 4 SPF-S 165OF 1.5E,5-8 2 X 4 SPF Stud 2 Rows at 1/3 pts 1-11,3-10 REACTIONS (lb/size) 11=2312/0-7-12,6=2361/0-5-8 Max Horc11=-350(load case 6) Max Uplif:11=171(load case 6),6=139(load case 9) Max Grav11=2479(load case 2),6=2617(load case 3) FORCES (lb)-Maximum,Compression/Maximum Tension TOP CHORD 1-11=-2357/410,1-2=-1227/348,2-3=-1229/347,3-4=-2245/477,4-5=2678/441,5-6=-3414/462,6-7=0/90 BOT CHORD 11-12=-113/283,10-12=-113/283,10-13=-28/1698,9-13=-28/1698,9-14=-28/'1698,8-14=-28/1698,8-15=-222/2549, 15-16=-222/2649,6-16=-222/2549 WEBS 1-1 0=-3 211230 9,2-10=-1376/194,3-10=-1046/156,3-8=-116/1440,5-8=-1099/295 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. OF N16 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water,pending. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. co 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 8t between the bottom chord and any other members. * Q t3S 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 171 lb uplift at joint 11 and 139 lb uplift at r` x joint 6. LOAD CASE(S)Standard Z AgoFES S1 May 27,2004 WAMWG-Verify design parameters and nmwNOTEs ON TNTB AND DPCd.DDED MITEKREFEIMCE PAGE MD.7473 BEFORE USE.Applic valid foruse only with enterconnectors.This design o based mp upon parameters shown,and is for anindividual s desing component. 710co Applicabiity of design paramenters and proper incorporation of component is responsibility of building designer-mf truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibllityof the erector.Adddional permanent bracing of the overall structure B the responsibility of the building designer.Forgeneral guidance regarding Af,�tiIcK A7liliath fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPIi Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,5113 D'Onofdo Drive,Madison,N 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply Hilltop Construction-'Girl Scout Camp E171936 GIRLQUEN T2C ROOF TRUSS 1 1 Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 ' 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 27 10:56:55 2004 Page 1 4-3-6 12-3-6 19-4-1 T_,_, 27-0-6. 28 0 6 i 4-3-6 8-0-0 7-0-11 7-8-5 1-0-0 r 5x6- 2x4 11 Bx8= Scale=1:61.5 1 2 3 8.00112 46 4 2x4 i5 5 6 7 0 Io 11. 12 10 13 9 14 8 15 16 6x6 Q 3x7 lI 5x8= 46= 4x4= 4-3-6 15-4-1 27-0-6 4-3-6 11-0-11 11-8-5 Plate Offsets(X,Y): [1:Edoe 0;2-01,[3:0-5-8,0-3-121,[6:04-6,0-2-121 [8:0-1-8,0-1-12],[10:0-2-8,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.21 8-10 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.29 8-10 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.97 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:170lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 44-8 oc pudins, except end verticals. BOT CHORD 2 X 6 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2.*Except* WEBS 1 Row at midpt 2-10 5-8 2 X 4 SPF Stud 2 Rows at 113 pts 1-11.3-10 REACTIONS (Iblsize) 11=2140/0-7-12,6=2203/0-5-8 Max Herz l=-350(load case 6) Max Upliftl1=-163(load case 6),6=436(load case 9) Max Gravll=2216(load case 2),6=2518(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-1 1=-2 1 71139 2,1-2=-835/292,2-3=-837/292,3-4=-2063/437,4-5=-2438/401,5-6=-3242/421,6-7=0/90 BOT CHORD 11-12=-1121284,10-12=-112/284,10-13=-25/1470,9-13=-25/1470,9-14=-25/1470,8-14=-25/1470,8-15=189/2408, 1 5-1 6=4 89124 0 8,6-16=489/2408 WEBS 1-10=-293/2162,2-10=-1234/169,3-1 0=-1 1 8211 9 1,3-8=-117/1445,5-8=-11b2/295 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=,1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. Qf N E rw, 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. vV . 5)Provide adequate drainage to prevent water pending. �Sr\ STF]Zr 0 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)*This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 163 lb uplift at joint 11 and 136 Ib uplift at r— Z joint 6. n LOAD CASE(S)Standard '2 �4 No.67�02 ,�i2 'v May 27,2004 WARIVBVC•Per fy design parameters and READNOTES ON T.WS AND JNCLUBED MITER'REFERENCE PACE MU•7473 BEFORE USE. �Eh3vIHBERrNG 6y Design valid for use only Win MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. T RE Nplicablity of design paramenters and proper incorporation of component is responsibility of building.designer-not truss designer.Bracing shown orlateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTvk Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1711 Quality Criteria,D58.89 and BCSI1 Building Component 818 Soundside Rd safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Modson,VA 53719. Edenton,NC27932 Job Truss Truss Type Qty Ply Hilltop Construction- Girl Scout Camp E171936 GIRLQUEN #72D �ROOFTRUSS 1 1 i . - Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek industries,Inc.Thu May 2710:55:56 2004 Page 1 I 2-3-6 1— 10.3-6 + 17.4.1 "I 25.0-6 26-0-6 2-3.6 8-0-0 7-0.11 7-8-5 1-0-0 6x6— 2x4 11 8x8= Scale=1:61.5 1 2 3 8.00112 06 J 4 2x4 - 5 - 0 6 Iq o 11 10 12 9 13 8 14 15 6x6 3x7 11 5x8= 4x6= 4x4= 2-3.6 13.4-1 ; 25-0.6 ' 2-3-6 11-0-11 11-8-5 Plate Offsets MY): [1:0-3-0 0-2-8] [3:0-5-8 0-3-12] [6:0-3-14 0-3-0] [8:0-1-8,0-1-12] [10:0-4-0,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.21 8-10 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.66 Vert(TL) , -0.29 8-10 >999 240 SCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:162lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 166OF 1.5E TOP CHORD Sheathed or 4-6-4 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 'Except' 'WEBS 1 Row at midpt 2-10 5-8 2 X 4 SPF Stud 2 Rows at 1/3 pts 1-11.3-10 REACTIONS (lb/size) 11=1922/0-7-12,6=2044/0-5-8 Max Harz 11=-350(load case 6) Max Upliftll=-155(load case 6),6=-133(load case 9) Max Grav11=1922(load case 1),-6=241 1(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-1 1=-1 9 9 91395,1-2=-464/239,2-3=-466/238,3-4=-1878/396,4-5=-2252/362,5-6=-3055/383,6-7=0/90 BOT CHORD 10-11=-112/284,10-12=-25/1238,9-12=-25/1238,9-13=25/1238,8-13=-25/1238,8-1 4=-1 57122 5 5,14-15=-157/2255, 6-15=-157/2255 WEBS 1-10=-268/2163,2-10=12031187,3-1 0=-1 329/222,3-8=-12311450,5-8=-1104/296 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. OF NEF 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. �P� ,STf9,Zy Q 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcuirent with any other live loads per Table 1607.1 of IBC-00. CO 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ly fit between the bottom chord and any other members. * I 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 155 lb uplift at joint 11 and 133 lb uplift at joint 6. x LOAD CASE(S)Standard ARC ESStONPti. May 27,2004 ® WARNING-verify design parameters and READ NOTES ON TNTs AND Lrrr LuDED wTEK REFERENtz PAGE idu.7473 BEFORE USE. El+ traEERI HG BY Design valid for use only with MiTekconneetors.This design is based onty upon parameters shown,and is for an individual building component. wwwREMM Applicability of design paramenters and proper incorporation of component is responsibTty of building designer-not truss designer.Bracing shown is for loteral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Alfillato fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,N 53,719. Edenton,NC27932 Job Truss Truss Type Qty Ply Hilltop Construction- Girl Scout Camp G&I-QUEN 6T-!2Eo ROOF TRUSS 3 1 El 71937C Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 27 10:55:57 2004 Page 1 9-6-8 1 16-7-3 24-3-8 AE14 7-0-11 7-8-5 1-0-0 Scale 1:67.7 6x6= axe= 8.00 L12 1 2 3 4x6 4 2x4 5 67 11 10 12 9 13 8 14 15 6x6 3x7 11 4x6= 44 SX10 1-6-8 12-7-3 24-3-8 1." 11-0-11 11-8-5 Plate Offsets(X,Y): [1:0-2-12,0-2-81,[3:0-5-8,0-3-121,[6:0-3-14,0-3-0].[8:0-1-8,0-1-12] LOADING(psf) SPACING 2-0-0 CS1 DEFL in (too) I/defi Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.80 Vart(LL) -0.22 8-10 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.30 8-10 >946 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.04 6 n/a n1a BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:160 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 4-6-15 oc puffins, except end verticals. BOT CHORD 2 X 6 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No,2 *Except* WEBS 1 Row at midpt 2-10 5-8 2 X 4 SPF Stud 2 Rows at 113 pts 1-11.3-10 REACTIONS (lb/size) 11=1876/0-5-8,6=1986/0-5-8 Max Harz I 11=-350(load case 6) Max Upliftll=-152(load case 6),6=-131(load case 9) Max Gravll=1876(load case 1),6=2371(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-1 1=-19411412,1-2=-325/219,2-3=-327/218,34—'_1808/385,4-6=-2182/348,5-6=-2985/369,6-7=0190 BOT CHORD 10-11=-112/283,10-12=-25/1154,9-12=-2511154,9-13=-25/1164,8-13=-25/1154,8-14=-146/2197,14-15=-14612197, 6-15=-14612197 WEBS 1-10=-249/2205,2-10=-1240/217,3710=-1392/233,3-8=-128/1455,6-8=-1104/297 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf-,BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Extedor(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf--50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. OF NEII/ 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. Q_I ST IR,>j, 0 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)*This truss has been designed for alive load of'20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fZ fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 152 lb uplift atjoint 11 and 131 lb uplift at joint 6. LOAD CASE(S)Standard NO. FEEFSSI 0 NP May 27,2004 WARIUVG-Ver(ig design parameters and READNOTZS ON TMS AND J.NCLVX1ZD MTFX REFERENCE PAGE MU-7473 BEFORE USE. Iiiiiiiiiiiiiiiii[ENGINEERING BY Design valid for use only withWilek connectors.This design is based only upon parameters shown,and is for an individual building component. Is"RENCO App icablity,of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilffly of the erector,Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding A MiTisk Affillato fabrication volity control,storage,delivery,erection and bracing,consult ANSI/1Ill Quality Criteria,DSO-89 and BCSI1 Building Component Information 8 18 Soundside Rd Safety I available from Truss Plate Institute,Sal D'Onofdo Drive,Madison,W 53719. Edenton,NC 27932 Job I Truss Truss Type City Hilltop Construction- Girl Scout Camp I GIRLQUEN Job- ROOF 1 E1719371 �0 72Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 520.0 s Jan 16 2004 MiTek Industries,Inc. Thu May 27 10:65:57 2004 Page 1 4-11-0 9-6-8 16-7-3 24-3-8 25-3 4-11-0 4-7-8 7-0-11 7-8-5 1_0_0 3X5 11 4x6= 6X6= Scale=1:61.1 1 2 3 8.00112 4x6 4 3X5 5 6 719 11 12 13 10 9 8 48 4x6 Bx 8= 4x6= 2x4 11 9-6-8 1 16-7-3 24-3-8 9-6-8 7-0-11 7-8-5 Plate Offsets(X,Y): 16:0-2-14,0-1-121,[10:0-4-0,04-81 LOADING(psf) SPACING 2-0-0 CS1 DEFL In (loc) I/defi Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.26 10-11 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.37 10-11 >773 240 BCLL 0.0 Rep'Stress Incr NO WB 0,73 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:311 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purfins, except end verticals. BOT CHORD 2 X 6 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 *Except* WEBS I Row at midpt 1-11,2-11 5-8 2 X 4 SPF Stud REACTIONS (lb/size) 11=4161/0-5-8,6=4187/0-5-8 Max Horzll=-350(load case 6) Max Upliftl V=408(load case 5),6=-387(load case 8) Max Gravl 1=4161(load case 1),6=4571(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOR CHORD 1-11=-385197,1-2=-67/117,2-3=-2544/330,3-4=-30451336,4-5=-3347/300,5-6=5718/447,6-7=0/90 BOT CHORD 11-12=-169/1458,12-13=-169/1458,10-13=-169/1458,9-10=-249/4514,8-9=-249/4514,6-8=249/4514 WEBS 2-11=-3221/369,2-10-27512914,3-10=-97/1072,5-10=-25241306,5-8=-97/1529 NOTES 1)2-ply truss to be connected togetherwith 10d Common(.I 48"x3")Nails as follows: Top chords connected as follows:2 X 4-2 rows at 0-9-0 oc,2 X 6-2 rows at 0-9-0 Ga. Bottom chords connected as follows:2 X 6-2 rows at 0-9.0 Go. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back.(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. OF NEF 3)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf BCDL"5.Cpsf;Category 11;Exp C;enclosed;MWFRS interior zone;cantilever.left and right exposed;end vertical left and Tight exposed;Lumber DOLm1.33 plate grip DOL=1.33. STR,> 0 4)TCLL:ASCE 7-98;Pf--50.0 psf(roof snow);Exp C;Partially Exp. 5)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. Ly 6)Provide adequate drainage to prevent water ponding. W (P 7)This truss has been designed fare 10.0 psf bottom chord live load nonconcurrent with any other five loads per Table 1607.1 of IBC-00 r- 8)*This truss has been designed fora live load cil'20.0psfon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 408 lb uplift at joint 11 and 387 lb uplift at joint 6. 10)Girder carries tie-in span(s):8-0-0 from 0-0-0 to 24-3-8 67A()S LOAD CASE(S)Standard ssko NA May 27,2004 Continued on page 2 A WARNING-VerIfy design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MU-7473 BEFORE USE. EWGINEERRIG BY Design valid for use only Win MTek connectors.This design is based any upon parameters shown,and is for an individual building component. Appl Of design poramenters and proper incorporation of component is responsibility of bu?ding designer-not truss designer.Bracing shown 71ENCO 11 far support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector,Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTeK Affloto fabrication qvofl�control,storage,delivery,erection and bracing,consult ANSI/TP)l Quality Criferla,DSB-89 and IrCSIl Building Component nfo;mofto 818 Soundside Rd Safety I available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. Edenton,NC 27932 F ru(alpin Job s Truss Type MY Ply Hilltop Construction-Girl Scout Camp, 'mp' 2 J. Job Reference(optional) btRfC.,... !an El 7193 71 GIRLQUEN ROOF TRUSS I Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. 111U May ZI 1U:55:5d 2004 Page 2 LOAD CASE(S)Standard 1)Snow:Lumber lncrease=1.15,Plate lncrease=1.15 Uniform Loads(plf) Vert:1-3=-120,3-7=-120,11-12=-214(F=-194),12-13=254(F=-194),6-13=-214(F=-194) A WARNIWG-Ver(fy design parameters and READNOTFS ON TJBS AND INCLUDED JUTFXREFERENCE PAGE MiT-7473 BEFORE USE. ENIGGINEERIt*BY Design valid for use only with MITek connectors.This deign is based only upon parameters shown.and is for an individual building component. �Ilpplicabi]ity of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 'MENCO is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector,Additional permanent bracing of the overall structure is the responsibility I the building designer.For general guidance regarding AMiTeK'Affililte fabrication,quality control,storage,delivery,erection and bracing,consult 2101fli'll Quality Criteria,DSB-89 and BCS11 Building Component 818SDundside Rd Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Moci 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply Hilltop Construction-Girt Scout Camp E171937 GIRLQUEN T2EGDP8 PIGGYBACK 2 1 Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 2710:55:58 2004 Page 1 8-0 0 9-6-8 , 8.0-0 4x4= Scale=1:31.6 5 2x4 1I 2x4 II 6 8.00 F12 4 2x4 11 i 3 m v J 2- t t 112x4= d 3x5= 2x4 li 2x4 II 2x4 II 9-6-8 I 9-6-8 LOADING(psf) - SPACING 2-0-0 CSI DEFL. In (loc) 'I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.17 Vert(LL) n/a n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC, 0.02 Ver((TL) n/a n/a 999 BCLL 0.0 Rep Stress[nor YES WB 0.10 Hori(TL) -0.01 11 n/a n/a BCDL 2.0 Code IBC2000/ANSI95 (Matrix) Weight:45lb .LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6=0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 1=-94/9-6-8,2=363/9-6-8,11=86/9-6-8,8=191/9-6-8,9=25519-6-8,10=313/9=6-8 Max Horz1=1 91(load case 6) Max Upiiftl=-133(load case2),2 -55(load case 7),11=-50(load case 8),8=-49(load case 6),9=-60(load case 7),10=-84(load case 7), Max Gravl=109(load case 6),2=510(load case 2),11=120(load case 3),8=191(load case 1),9=353(load case 2),10=442(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension. TOP CHORD 1-2=-218/140,2-3=-159/140,3-4=-105/88,4-5=-109/118,5-6=-53/126,7-11.=-120/91,6-7=119/92. BOT CHORD 2-10=-34/93,9-10=-34/93,8-9=-34/93,7-8=-34/93 WEBS 5-8=-183/54,4-9=-347/105,3-10=-430/148 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCpL=1.2psf;Category 11;Exp C;enclosed;MWFRS•interior zone and C-C Exterior(2) zone;,cantilever left and tight exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)Truss designed for wind loads in the plane of the truss only. 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Ezp C;Partially Exp. 4)Unbalanced snow toads have been_considered for this design. 5)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does,not allow for any additional load to be tom+ added to the bottom chord. of N E y 6)Gable studs spaced at 2-0-0 oc. STRZ Q 7)Bearing at joint(s)1,,2,11 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain-formula. Building designer should )`y verify capacity of bearing surface. 8)Provide mechanical connection,(by others)of truss to bearing plate capable of withstanding 133 lb uplift at joint 1,55 lb uplift at joint 2, 50 lb uplift atjoint 11,49 lb uplift-at joint 8,60 lb uplift atjoint 9 and 84 lb uplift at joint 10. r �Q x 9)Non Standard bearing condition. Review required. — 10)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS i LOAD CASE(S)Standard 2 z' Alp S S1 C}��t May 27,2004 ® WARNING-ttertfy design parianeters and READ NOTES ON THIS AND INCLUDED MtTEK REFERENCE PAGEMH,7473 EEPORE USE, 6r+fGINE,6RiF2ta 6Y Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individuof building.component. ���� ' Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibtirity of the iii��� erector.AdcHonal permanent.brecing of the oveall structure is the responsibility of the building designer.For general guidance regarding AMiTek Affiliate fabricaBon,quatirycontrol,storage;delivery,erection and brad g,consult AN51/TPIt Quality Criteria,D58•B9 and BCSit Building Component 818�undside Rd Safety Information available from Truss Plate institute,683 b'Onofrio Drive,Madison,WI 53714. Edenton,NC27932 Job Truss Truss Type Oty Piy Hilltop Construction- Girl Scout Camp E171937 GIRLQUEN T2EPB PIGGYBACK 773 Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 Mffek Industries,Inc. Thu May 27 10:55:59 2004 Page I 8-0-0 T 9_6_8 8_0_0 4x4= Scale=1:31.1 3 2x4 11 4 8.00 5_2 C? 2 6 64x4 3x51 1-0-13 1 8-0-0 1-0-13 6.11-3 1-641 Plate Offsets KY): [2:0-2-9.0-1-81 LOADING(psf) SPACING 2-0-0 CS1 DEFIL in (too) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.00 12 >999 360 M1120 169/123 TCDL 10.0 Lumber increase 1.15 BC 0.24 Vert(TL) 0.12 1 >89 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) -0.01 6 n/a n/a BCDL 2.0 Code IBC2000/ANSI95 (Matrix) Weight:40 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 *Except* 3-5 2 X 4 SPF Stud REACTIONS (lb/size) 2=613/0-5-8,6=497/0-3-8 Max Horz2=189(load case 6) Max Uplift2=-92(load case 7),6=-69(load case 7) Max Grav2=844(load case 2),6=506(load case 2) FORCES (lb).-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=441/88,3-4=-53/125,5-6=-606/133.4-6=-119/92 BOT CHORD 2-5=-65/139 WEBS 3-5=-496/108 NOTES 1)Wind:ASCE 7-98;90mph;.h=30ft;TCDL=5.0psf;BCDL=1.2psf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and fight exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS;for reactions specified. 2)TCLL:ASCE 7-98;Pf-50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow leads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)The bottom chord dead load shown is sufficient only to cover the truss weight Itself and does not allow for any additional load to be added to the bottom chord. STR'Z>1' 6)Bearing at joint(s)6 considers parallel to grain value using ANSIITPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 92 lb uplift at joint 2 and 69 Ib uplift atjoInt (P 6. 8)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS' LOAD CASE(S)Standard -E S10 May 27,2004 WARNING-Verify design pararrteters and READ NOTES ON THIS AND INCLUDED XTZK REFERENCE PAGE M-7473 DEsXWE USE. iiiiiiiiiiiiiiiENGMEERING try Design valid for use orgy with MiTek connectors.This design is based only upon parameters shown,and Is for an individual building component. Applicability erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding TKIRMENCO Picablity of design paramenters and proper incorporation 61 component is responsibility of building designer-not truss designer.Bracing shown .,lateral support of individual web members only.-Additional temporary bracing to insure stability during construction is the responsibility of the fabrication,qualify control,storage,delivery,erection and bracing.consult ANSI/Tfll Quality Criteria,DS8.89 and BCSI1 Building Component A MiIal�Affiliate 818 Soundside Rd Safety Information available from Truss Plate Institute,583 IYOncifirio Drive,Madison,V41 53719. Edenton,NC27932 Job Truss. Truss Type Qty Ply Hilltop Construction- Girl Scout Camp E1719374 GIRLQUEN T2PB PIGGYBACK 29 1 Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 27 10:56:00 2004 Page 1 8.0-0 16-0-0 8 0-0 a-0-0 Scale=1:33.6 5x8= 3 8.00 FIT 4. 2 5 1� 61� US= 6 6x6= 2x4 II 1-0-13 8-0-0 14-11-5 1 16-0-0 1-0-13 6-11-3 6-11-5 1-0-11 Plate Offsets(X Y),. 12'0-1-3 0-0-21 [4'0-1-3 0-0=21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP ' TCLL 50.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0:09 2-6 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1:15 BC 0.38 _ Vert(TL) -0.10 2-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB' 0.03 Horz(TL) 0.01 4' n/a nla BCDL 2.0 Code IBC2000/ANS195 (Matrix) Weight 55lb LUMBER BRACING TOP CHORD.2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 2=937/0-5-8,4=937/0-5-8 Max Horz2=124(load case 6) Max Uplift2=-125(load case 7),4=-125(load case 8) Max Grav2=1069(load case 2),4=1069(load case 3) FORCES (lb)-Maximum Compression/Maximum.Tension TOP CHORD 1-2=0/46,2-3=-10661239,3-4=-1066/239,4-5=0/46 BOT CHORD 2-6=44/71.1,A-6=44/711 WEBS 3-6=-1/69 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=1.2psf;Category It;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specked. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow toads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be ! F N EF added to the bottom chord. A 6)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 125 lb uplift at joint 2 and 125 Ib uplift at �Sr STR,2� 0 joint 4. {� Ca <( .� 7)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION.TO BASE TRUSS Ly LOAD CASE(S)Standard - r— c _ �4 No.6710� aT SS14 A May 27,2004 ® WAM ONG-Verify design parameters and READ NOTES ON TETS AND INCLUDED WTEM REFERENCE PAGEMR-7473 BEFORE usE. Etf3(WEER€tdG.f3Y Design valid for use only Wth MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ■■ Applicability of design paramenteis and proper incorporation ofcomponent is responsibility of building designer-not truss designer.Bracing shorn '+ R■�� f is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - AFAiTek Allil€ate. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPW Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onafrio Drive,Madison,W153719. - Edenton,NC27932 Job Truss Truss Type Q Ply Hilltop Construction-Girl Scout Camp Truss T E1719375 GIRLQUEN T2PBB 7PIGGYBACK Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 a Jan 16 2004 Mrrek Industries,Inc. Thu May 27 10:56:00 2004 Page I 8-0-0 14-3-6 M-0 6-3-6 5x8= Scale:3/8"=1' 3 8.00 F1 2 8X8 4 2 6 7 6x6= 6 U4= 2x4 -0-13 M-0 14-3-6 1-0-13 6-11-3 6-3-6 Plate Offsets(XY): 12:0-1-3,0-0-21, 4:Edge,0-3-81 LOADING(psf) SPACING 2-0-0 CS1 DEFL In (loc) I/defl L/d PLATES GRIP TOLL 50.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.08 2-6 >999 360 M1120 169/123 TCOL 10.0 Lumber Increase, 1.15 BC 0.37 Vert(TL) -0.10 2-6 >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.26 Horz(TL) 0.01 7 n/a n/a BCDL 2.0 Code IBC2000/ANSI95 (Matrix) Weight:58 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF-S'165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud *Except* 4-7 2 X 4 SPF-S 21 OOF 1.8E REACTIONS (lb/size) 2=905/0-5-8,7=79310-3-8 Max Horz2=144(load case 6) Max Uplift2=-122(load case 7),7=-85(load case 8) Max Grav2=11 052(load case 2),7=854(load case 3) FORCES (lb)-Maximum CompressiontMaximum Tension TOP CHORD 1-2=0/46,2-3=-9921222,3-4=-954/233,5-7=-854/192,4-5=-842/201 BOT CHORD 2-6=-66/646,5-6=-841628 WEBS 3-6=-4/38,4-6=-'145/607 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf BCDL=1.2psf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf--50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on'overhangs non-concurrent with other live loads. OF NE 5)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow'for any additional load to be X added to the bottom chord. "I 6)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify CO capacity of hearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 122 lb uplift at joint 2 and 85 lb uplift attain Q x (P 7. 8)SEE MITek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S)Standard /V'0 6 7 S 0 10 May 27,2004 WARMNO-Verify design parameters and READ NOTES ON Tius AND nvcTuJ)ED WTFZ REFERENCE PAOB XU-7473SEFORE USE. IiiiiiiiiiiiiiiiiiEW.114EERING BY Deg' valid use n! with nnec'a',,�,da`gn based n"upon a'amoleno",and 1,for an indNidual building component. "'ArRENCO es 0 ,ding designer�not truss designer,Bracing shown fo'u 0 M'e r' grape 'pa" only 0 P 0 t oity d i ti p,n - y m T 'co 1 'c Id design enle d 'nco O'on 0,carn nen,I'responsibility b 0 an apart no _b embers.ly. d an I temporary b acing tourng construction is Ine'responsiloillifyof the designer. _, ner'or general guidance regarding AIATok Alfiliate s,f.,I.te I support .1" �iau.' r' Additional nd insure stab ac'or. itior 'permanent r..I .1 ar."s, s th. ofthe a 'doi bracing v Me i responsibility bui'din .19. c. -89 and BCSII Building Component arl n�u quality n, delivery, erection . bracing, "ly C ln., a 818 SDundside Rd Safety all.. v.,,control, from T ss'I I �hut.. '0 1 9.CD M.d'�. 'S7". no no 0 a 3 Edenton,NC27932 Job Truss Truss Type Qty Ply Hilltop Construction- Girl Scout Camp E1719376 GIhLQUEN T2PBC PIGGYBACK 1 1 Job Reference(optional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc.Thu May 27 10:56:01 2004 Page 1 - 8.0.0 12-3-6 800 4-36 ` 5x8= Scale=1:31.5 3 8.00 rl2 4 N . N 2 , 1 0 0 0 72x4= d 5x6= 6 3x5= 1-0-13 8-0-0 12-3-6 1-0-13 6-11-3 4-3-6 ' Plate Offsets(XY)' [2'0-0-15 0.0-21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.07 2-6 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.36 Vert(TL) ,-0.09 2-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) '0.00 7 n/a n/a BCDL .2.0 Code IBC20001ANSI95 (Matrix) Weight:51lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 Do bracing. WEBS 2 X 4 SPF Stud *Except* 4-7 2 X 4 SPF No.2 REACTIONS (lb/size) 2=782/0-5-8,7=668/0-5-8 Max Horz2=163(load case 6) Max Uplift2=-11 0(load case 7),7=-69(load case 7) Max Grav2=980(load case 2),7=668(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0146,2-3=-870/171,3-4=-605/198,5-7=-668/167,4-5=-6691176 BOT CHORD .2-6=-801462,5-6=-51169 WEBS 3-6=175/42,4-6=-85/570 NOTES 1)Wind:ASCE 7-98:90mph;h=30ft;TCDL=5.Opsf;BCDL=1.2psf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and farces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf--50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be `t` added to the bottom chord. - �Q� Q1.STI4Zr 6)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. �y 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 110 to uplift at joint 2 and 69 lb uplift atjoin * q (P 7. 8)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. LOAD CASE(S)Standard •. a No.67Aa v� �9Ofi ssild May 27,2004 ® WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED DUTEK REFERENCE PAGE MU-7473 BEFORE USE. �EN'.61NEER#tom BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� ��I Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web.members only.Additional temporary bracing to insure stability during construction Is the responsibiiSty of the erector.Additional permanent bracing of the overall structure is the responsibility of fine building designer.For general guidance regarding AMi7ek,Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult' ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Safety Information available Soundside Rd able from Truss Plate institute,583 D'Onofrio Drive,Madison,WI 53719, Edenton,NC27932 Rd Job Truss Truss Type Qty Ply Hilltop Construction- Girl Scout Camp E1719377 GIFtLQUEN T2PBD PIGGYBACK 1 1 Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 6.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 27 10:56:02 2004 Page 1 -8-0-0 -10-3-6 8-0-0 2-3-6 ' 5x8= Scale=1:31.3 3 2x4 11 4 8.00-12 - N 2 1 o � • Ir c 63x7= o - 5x6= - - 1-0-13 8-0-6 10-3-6 1-0-13 6-11-3 2-3-6 Plate Offsets(X Y): [2:0-0-7 0-0-2] [3:0-3-4 0-1-121 ' LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.09 2-5 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.12 2-5 >903 240 _ BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) .0.01 6 n/a n/a BCDL 2.0 Code IBC20001ANS195 (Matrix) Weight:42lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 'Except` 3-5 2 X 4 SPF Stud REACTIONS (lb/size) 2=659/0-5-8,6=543/0-3-8 Max Harz 2=1 82(load case 6) Max Uplift2=-98(load case 7),6=-68(load case 7) Max Grav2=887(load case 2),6=543(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=-703/117,3-4=-99/162,5-6=-543/142,4-5=-155/260 BOT CHORD 2-5=-88/336 WEBS 3-5=-769/156 . NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=1.2psf;Category It;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0,psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow toads have been considered for.this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0•psf on overhangs non-concurrent with other live loads. ©'F NEF 5)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not ailowfor any additional load to be added to to the bottom chord. �'�� Q STR,>k Q,�y 6)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify CO [yam r7 capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 98 lb uplift at joint 2 and 68 lb upiift.at joint c ] (P 6. f 8)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S)Standard 2 1 �Q No.67�O2 � �o" SSIDNA May 27,2004 7De�dqn =G•YeWy design parameters and READ NOTES ON TJRS AND INCLUDED MITER REFERENCE PAGEMU--7473 BEFORE USE. - ENr,..IrdEERING BY lidforuse Doty ra MiTekconnectors.This designo hosed mpone t i parameters shown,and isforanindividual building component.iry of design paramonfers and proper inaorporafion of componentis responsibilityof butldingdesigner=rqt truss designer.Bracrngshown al support of Individual webmembers aNy.Additional temporary bracing to insuresfabaify during canxtruction is the respgnsibiltityof ttredditional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding AMITek Affiliaten,quality control,storage,delivery,erection and bracing,consult ANSI/tP11 Quality Criteria,DSO.89 and BCS11 Building Component 818 Soundside Rd rmation ovo➢able from Truss Plate institute,583 D'Onofrio Drive,Madison,W153719, - Edenton,NC 27932 Job Truss Truss Type Qty Ply Hilltop Construction- Girl Scout Camp E171937 GIRLQllEN T2PBGE PIGGYBACK 2 1 Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 27 10:56:02 2004 Page 1 8-0-0 16.0-0 8-0-0 8-0-0 5x6= Scale=1:32.6 5 2x4 11 2x4 If 6 8.00 12 4- 2x4 11 2x4 II 7 3 89 Sl lei Uj 1 0 1 d 3x5= 2x4 11 2x4 11 2x4 II 2x4 11 2x4 II US= r 16-0.0 1 1&0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) I/deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.10 Vert(LL) n/a n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 8 n/a n/a BCDL 2.0 Code IBC20001ANS195 (Matrix) Weight:66lb LUMBER BRACING . TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purffns'. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 1=-89/16-0-0,9=-89/16-0-0,2=392/16-0-0,8=392/16-0-0,12=191/16-0-0,13=225/16-0-0,14=318/16-0-0,11=225/16-0-0,10=318/16-0-0 Max Horz-1=-132(load case 5) Max Upliftl=-126(load case 2),9=-126(load case 3),2=-61(load case 7),8=-51(load case 8),13=-47(load case 7),14=87(load case 7),11=-44(load case 8), 10=-87(load case 8) Max Gravl=79(load case 6),9=28(load case 8),2=529(load case 2),8=529(load case 3),12=191(load case 1),13=328(load case 2),14=447(load case 2), 11=328(load case 3),10=447(load case 3) - FORCES (lb)-Maximum Compression/MaximumTension TOP CHORD 1-2=-152/151,2-3=-200/91,3-4=-155/81,4-5=-146/131,5-6=-146/131,6-7=-155/80,7-8=-200/91,8-9=-17/95 BOT CHORD 2-14=-19/73,13-14=-19/73,12-13=-19/73,11-12=-19/73,1 0-1 1=-1 9173,8-10=-19173 WEBS 5-12=-182/0,4-13=-323172,3-14=-432/139,6-11=-323/72,7-10=-432/139 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=1.2psf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Extedor(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)Truss designed for wind loads in the plane of the truss only. 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 4)Unbalanced snow loads have been considered for this design. N E 5)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be O W added to the bottom chord. X\ STRZy 6)Gable requires continuous bottom chord bearing. A 7)Gable studs spaced at 2-0-0 oc. CO 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 126 lb uplift atjoint 1,126 lb uplift at joint 9Q 4 N 61 lb uplift atjoint 2,51 lb uplift at joint 8,47 lb uplift at joint 13,87 Ill uplift at joint 14,44 lb upfift at joint 11 and 87 lb uplift at joint 10. 9)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS - LOAD CASE(S)Standard V r A9o�ESstoNP May 27,2004 WA.RMNG-Verify design Parwneters and READNOTES ON THIS AND LIKLUDED WTEE REFERENCE PAGE AlQA473 BEFORE USE. �Et+!uINEERI t1G BY Desgn valid for use orgy with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component, Applicability of design porarrienters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiility of the RENCO erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Miceli Alllliato fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-09 and BCSIt Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC27932 Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t ai "Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system,e.g. Apply plates to both sides of truss diagonal or X-bracing,is always required. See BCSI1. and securely seat. 2. Never exceed the design loading shown and never 0.1/16" 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS CI-2 c2-3 3. Provide copies of this truss design to the building 4 designer,erection supervisor,property owner and Q WEBS 14 all other interested parties. 0 u � 3 �,�' 0 4. Cut members to bear tightly against each other. For 4 x 2 orientation,locate U �,," 7- plates 0-14d'from outside a u 0 5. Place plates on each face of truss at each edge of Truss, c7-6 c6-7 C54 0 joint and embed fully,Knots and wane at joint BOTTOM CHORDS locations are regulated by ANSI/TPII. 'This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from required direction of slots in the environment in accord with ANSI/TPI I. connector plates. 7. Unless otherwise noted,moisture content of lumber *Plate location details available in MITek 20/20 shall,not exceed 19%at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LMERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted,this design is not applicable for PLATE SIRE THE LEFT, use with fire retardant or preservative treated lumber. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the / X The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to 4 perpendicular to slots.Second camber for dead load deflection, dimension is the length parallel to slots, 10.Plate type,size,orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODEAPPROVALS shown indicate minimum plating requirements. 11.Lumber used shall be of the species and size,and Indicated by symbol shown and/or BOCA 96-31,95-43,96-20-1,96-67,84.32 in all respects,equal to or better than that by text in the bracing section of the specified. output. Use T,I or Eliminator bracing ICBO 4922,5243,5363,3907 12.Top chords must be sheathed or purlins provided at if indicated. spacing shown on design. BEARING SBCCI 9667,9730,96048,9511,9432A 13,Bottom chords require lateral bracing at]off.spacing, Indicates location where bearings or less,if no ceiling is installed,unless otherwise noted. (supports)occur. Icons vary but 14,Connections not shown are the responsibility of others, reaction section indicates joint number where bearings occur. 0 15.Do not cut or alter truss member or plate without prior approval of a professional engineer.. - fI Industry Standards; �e�® 16.Install and load vertically unless indicated otherwise. ANSI/TPII: National Design Specification for Metal M.� Plate Connected Wood Truss Construction. ENGINEERING BY DSB-89: Design Standard for Bracing. BCSII: Building Component Safety Information, MNCO Guide to Good Practice for Handling, A 101 lek Affiliate Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet MII.7473 ©2004 MITek® TOWN OF QUEENSBURY 3` 742 Bay Road, Queensbury, NY, 12804-5902 Memorandum To: Zoning ;Board of Appeals From: David Hatin, Director, Building and Code Enforcement Date: May 19, 2005 Re: New Girl Scout,office building, Meadowbrook Road There -have been many stories regarding what has been said by Staff, ` specifically my staff,and myself, regarding the Girl Scout office:building. This Department was not involved. in the variance issues before you, and therefore had no knowledge of a-ny special considerations or conversations between you and the applicant. Our only involvement in this process was to review the building permit that was submitted for compliance with .the New York State. Uniform Building Code. It was always my understanding from.`the beginning that the existing- building would be removed down'' own' to the foundation, and the existing foundation would be raised up to a height to meet the floodplain requirements for that- area, and then the addition would be added'on to the existing foundation and a new structure would be built on top. At no time was I informed that the Girl Scouts had made representations to you that the existing building would stay and be raised and then the addition would be built to the existing.building.. As such, the plans that were submitted to this office and signed off by Craig Brown, Zoning Administrator, reflected raising, the existing foundation and building a brand new building.. As it had been signed off by Craig, I assumed that this'was in compliance with the variance granted to the Girl Scouts. At no, time did ,I have, or can I recall any conversations with anyone, representing the Girl Scouts regarding the variance issues that were before TOWN OF QUEENSBURY COMMUNITY DEVELOPMENT DEPARTMENT May 19,2005 you. It was my understanding that the plans that were submitted to this office were in compliance with the approved variance, and therefore this Department proceeded to inspect based on those plans, which is the structure that is currently built on Meadowbrook Road today. The plans in our file accurately reflect the building that is currently there. I hope this will clarify any representations made to you about conversations I had with any representatives of the Girl Scouts. 2 Richard E. Jones Associates Architects-Environmental Planners 339 Aviation Road ' Quebrisbury, NY 12804 Phone(518) 793-1015 Fax(518) 793-2223 August 26, 2004 Town of Queensbury Code Enforcement Attn: Mr. David Hatin Bay,Road Queensbury, NY 12804 Re: Girl Scouts of the Adirondack Council Meadowbrook Road, Queensbury Dear Mr. Hatin: Based upon our on-site observations, we find the structural framing to be installed in general conformance with the Contract Documents. It is-our understanding that the conference room rafter collar ties will be added by Hilltop Construction in the proper construction sequence for the work. Sincerely, Richard E. Jone d, AIA Cc: Hilltop Construction, Owner P:\01 - Projects\2003\0306\Regulatory\Lt040826.doc GARY L. WOOD, PE CONSULTING CIVIL ENGINEER FLOOD ENCROACHMENT STUDY PREPARED FOR: GIRL -ScouTs OF THE ADIRONDACK COUNCIL 213 MEADOWBROOK ROAD TOWN OF QUEENSBURY WARREN COUNTY NEW PORK 'FLE COPY Tow c' t-r QUEENSEURY NG &C BUILDII' O ;DEPIT. REVIEWED BY DATE CLIENT: KNAPP ASSOCIATES ENVIRONMENTAL:CONSULTANTS 3031 STATE ROUTE 40 GREENVVICH, NY 12835-9622 20 APRIL 2004 520 PERLI ROAD PHONE: (607)898-3188 P.O.BOX 37 FAX (607)898 99M GROTON,NY 13073 EMAIL: WOODENG@ODYSSEY.NET - TAB LE=U F• C�O"NTE T,5 _ 0. EXECUTIVE' .SUMMARY:• SACKGRCIIJIID' 3 O' FYDF AU_'LICS : C ` C-Oi`ICLIJSIC t�IS & RECOMIU E DA`TIOI�IS F=IF�lV1 .8t"FLOODWAY MAP - _ "; EXIS'T'I�NG.BLDG 'CTI.UN 3 I3LDG & BRDG" SECTION- ' PHO_ TOGRAF'H5 _ t r . 520-PF=ku ROAD.', PtO'BOx 37 *.. GROT6N, NY 1W73, � �� -- •. • `,, � 8.98 woodeng(a7odyssey 607.Pr-�oNe (5 j898,9903' r PRACTICIN.C,`CaEUTEGHN%eAL, SITE,` ANC)CONSTRUC7%O/V: J4TERlALS ENGINEERING {� I,--0 -EXECUTIYE.SUMMARYs _ This=study was performed to:invest'iga,a the.affect that=constrii:ction of �, an=: addition to=the__existng Girl Scout offlce,.,along with a .walkway sbrid e, would have on the Base Flood Elevation BFE in`the vicinit A g ) y:-- ' dra�niin re ared_ b Hutchins' Eri �neerrn ,� titled "Walk' g ; p p y.,: 9 ,; 9 _ Y ` Footbridge D,eslgn, Site Plan ='Bridge .,flon.2 -was used-as the basis _ of our analyses ine s =1 2 The site; is located at ;213 .Neadowbrook ,.. Road in ,the Town .of Queensbury, 'NY ,4 portion of-the >kJSGs' sheet� follows'.as 'a-".vicinity- ` rna:p The "Project-`consists*af'rebu'ilding`__the ex�sting Girl`.Scout office, which will enlarge. the:friotprint, plus the Construction yof a walkway. footbridge 1 3 The reach of:Halfway Brook which traverses tFie turfy area, has.kieen _ �re d bMapthesubject of: Lr Revisiori (COMR).The sh# - at � is located within th'e mapped=flood hazard zone r .Both=`tFie existing• y office and the; praposed,istructures, are also within the :floodway,- as- 4?Si ry -currently rhei' e 3 -.1 4 _ [twill be}=shoinin'tha# the proposed' structures.would:, in- fact, � '4use:a... r � ~ rise<<n.the Base Flood Elevation " BFE uriless ciearin is erformedto. ( , ), g P increase:.the,.conveyance in ;tfie.:'reach that passes• thr6ughr.tf7e Therefore, it is:recormrnerided that;tle uriderstory aril trees Eess thari_8 �r inch diameter=be removed along this~reach of the stream 2 0 BACKGROUND. r : 2.1,-- .The' onginal HEC. -24 data, as,revisd by.the"Leonard Ja,cksvn study; was. the bases; for. the current 'an'a' yse's.; ':An ,electronic co of these, y Py` data was obtained_arid, conse, uentl the-design dischar"e;.`n' values'; ` reach-lengths;:ex[sting ,br[dges, etc.,:were idenfical._This.serves,as•:the Effective Model and portions-'of°the.revised F(RM:and-,Floodway-maps are,provided as Appendix Z GlensJFalls-NewYork-Sheetofthe,'U S G.s-.7%2-minute quadrangie'topo'di plhic maps.. Studyyby Leonard Jackson'Assoclates. LOMR-dated August:2002 F Town:of Queensburg,;Warier►Gou►ity, t>!Y;Community'No 36Q879 Flood Insurance Ri"sk Map.dated July 16, �' 1989; Panel#26 ;Also'Floodway,Map of same date and same pariei nurriber:(see Appendix 1).'. Vx 4 Us Army Corps of Engineers Hydrologic,Engineering Genter,,Water Surface profile software.:, • . Member-American Society,of Civil Engineers&National Society ofRrofessiona!Engineers _ i.. ( S .. .+4, ..� -3 O =HYDRAULICS - a._ 5 r ;= 3 1 The HEC RAS software was used for.,this ;analysis The, following plans were developed . 1; a)'.. "Imported PW The_Duplicate Effective Model using the °` {. - - . =Leonard Jackson:data, with modifications of the bridge -y a _ . i f ata a necess to run with th :HE' .RAS re .. ary e C softwa b) "existing b - The._Corrected Effective Model which ;, incorporates an _added section (4 5)_ with'the existing GSA :office' building This is aiso the,.- Pre=Proaect Contlitloris=, odel '` ' - >,- c),:. "I, - i& brdg'° 'The .Post'—` Protect --,bnditions: Model,. which =incorporates the revised >building 'and the walk _ abridge:as showri�on the rsectbns [n Appendix 3;4.without Y = -the,overbank ' ` _ - : ` z d) "modified" Anew,Post- Rroie�ct Conditions".Model "with _ the rriodtfications to kiting.;the ypro�ect,into =conformance a t - with:the "No, Rrse,,and ``No:AdVerse A{fleets"cri#ena I-",*-.'�-,�'':'` � _.- -', %,���";.',',,1 . ` .. �#'0 CONCLUSIONS&.RECOMMENQATIONS .z , :. x 1 - , 4 1 The data set for, the reach 'between the dovunsf'rearn side. of the - . w Meadowbrook:Road $ridge and the-first section "upstream`.from the small tnbutary,soutl of the'G:irl Scout property�was°revietived:-This;tlid not>reveal any apparent corrections that should be made other than the";addition of�_the`existing Grl Scout's.office The "existrng Bldg°' plan mcorpora#es,this as:a blricked obstruiction . . - .'J, - . 2 Since the` office building_and they proposed .bridge,are, 4or wiN be, tin I"--` both the iflood,, . and:the floodplain, the "No-Rise" and ;"No Adverse Affects" criteria must be met :Comparing the--Base Flood.;Elevatio s {BFEs}7,from the profile Printout on ahe fogowmg;:page, it:can be seen -,this.condition_is not,rnet , ,r - - - s ,h' ? 3 ., - - - , - x4 - i - ':' .. ; 5,US Army Gorps of Eng►neers_RiverAnaiysis System,version 3 1;1 ' See Appendix:2 - ` _,Labeled uMm'Gh El'on the table x JL 1 t O Gary L W_oocl, PE Girt Scout Council - Page 3 6f,5 20;Apfit 2004 ,, . _ - -i: - rt 1. = , M �, t HEC•RAS Rnres.RlVcR-1 ,Reach:Reach-1 Profire'Pr 1 Reach ' -! RWr`Ste i Pn fe' ') Pren { Q•Total ! Min Ch El- ' 'V S.E*,' , Mann Wtd k 1 Mann 1Ntd Chnl: 1 Menn Wtd B h1 NI Val Chni {,Flow Arne' i 7op Width I Fro==#,Chi n ,!Reach-1, . it IPF1 {inodfod, ' '-'•2063.00•. 295.60 304.04:•.,' 0.07.0: 0.0401 „ 0,070= 516 "`,( 484.93, - '`.1240801 • 6:37; - o.: . IReeah-1 ;-''I1 .IPF1 { brd 2063.00? 295}60 3d4.0ai _ 0.070: D.D40 O.p7D. 5:16!. 1484.93 1240.80; C.37.', 1 IPF 1 lincitbicig. 2063.00'- 295.60'• . 3D4.04'- '0.070 0.040', =0.0701 5.16.•' 1484,93' '1240.80; 0,37 {� IRsech 1, ,11 IPF 1' 1lmpcitad'Ple 20,63.00' 295,60 ,304.0,4: 0.070. O.D40, Q:070! 5,161 1484 931 1240.80 0.3T !Reach-1 ,, 2 IPF1 modffiad' ! 2p63.OD 295.80 3D4,171 O.bfiO 0.028 O:D601 8.TP 1200,96, 936.55 0:53. .•' { 10 IReimt 1', 12` IPF 1 1 &brd t 2063:DD I 285,80 . ; . 3D4.17!, ' •O.D60 0.0281 ";0.660 8.77;` "^1200.96 `' 936.55 0.51: F O . .0601 , ' 936.55 0.53•1 xg 3 . !R IReach-1- '�2 IPF-1 f Pie ( 2063:00; 295.80 304.17. D.O60 0.028' - D,DSDi 6.77i. 1260,96 •936.55i '0.53:< j rn Rmsh-1 .125 { Br6pe I - IBeeCh 13 IPF 1 ii7 FW I-, .20M.00; 295.W,' `364.60 i 0.D45• 0.028' i 0:045 3.82'`, `1961.9]!. 9fi5.191 0.23 f - Baectil 3•';' IPF 1 ;.,2D63:DD' 295.80i, 304.79� . 0.060. - _ O'.030 O:D60''' 4.22, 2141.621 .`.'1019:96- 0.25' ReectA 3t ;:. PF1 . ! 2063.Qp. ,' 2$5.80 304.78' 0.D60` O.M. 0.D60 4.'47 . 2135.31"' 1016.D9! 0.26 r . IReech-1 "w 3' , :1PF;1 1{' Pit• ( .'20fi3.OD! 295.80+' 304.781 0.060 p.D6q , ' " ;9.47:, 2135.31 1018:D9; C.26. Reerc}r1 4 ` '.. ,iM'l Irriod[red- 'I , 2063.DD1 296.001•. 3D4.55 D:D45; 0,030 0.045'' 4.10,' 1310.571 740.071 C.27. IG}'..;.IReett►1 4 OF i i2Dfi3.DDl .: 296,00; 3D4.68; OAD0„ D.d30` 0.1'DO', 5.81'. 1382.96i ,' 757.41.1 0.38! ' N,+= IResh-1" 4, IPF1 I 2063.OD9 ° " 296.00 ' 3D4.68; -- ; %A:10D D.03D� D 100 ,5.81: ;1381.67; '. 757.161 0:38!. ' BwCti-1 1 "IPF 1"r i Pm I 2063.00I' 296:00 t 304.68: 0.100 ;.0.030 ,.•:, C.100 - 5-81 ^ ' -1381-.67;• :757A 6; 0.38" _ + a` _' Reach l 4.4 i Eriaae! ! I• (, I �- 1, j O" . Read-1 14.5 `,< JPF1 tnodhW. i ..20631001, -.'296,50' '. 304.92, -.', 0:045 0.030 , 0.045:. 0.951 . 2826.62!r 655.78 r :0.07 . . IPF { ' 296.50 ; D.pBp O:D30 p.08p . .'3154RenCh S 4 5 .04 659.68 , 0.07' {ReaCh-1 14.5 'PF1 loddbidg, ' -2D63A0: 295.50 305.06 i 0.080 0.030', 0.060 i 1.02; 2967.76 s " 683.24 i 0.07 5" ON''; ``11,111 d: i� ' 2063.DD 1-' 297.001 30,C94j' 0.0801 0,03,01 0.080I '2:80(„ 3043.12I `1067:85'1 , 0.W: ! BerrtCh-^1 z. 'S: .•r:-:;:LL .PF1 "' { 2063.001 297.DOj_ 305:441• O.pBDj 0.03D'i. p.0$01 2.32j', ` 3587.671 , ' t1D1.781 d.t5 IRertCh-1 S - PF1' 1- 2063.001 297.ODj 305.101 O.O8D1 0.630!• O.D80! . 2.63-1 3224.00i 1D85.15i,.` ' 6.17i' I Reetrh-1'•' .;5< -r_ PFi itrtpprled Pla ;': 2063.Dp j, 297.60 j' 305.261. O.DBO' 0.0301 " 0.0801' 2.47 j .3390.60}, -_ 1092:80 4:16 r, ' Reath-1 "_ 6 1 PF1 modFid 1. 1619,00I 298:141 305.221 O.DBD'I ;0:030 0.080; 4.21 1664.41j 1115.80 ' ' 0,33;: f Rah 1 d PF 1 ' `{ 1819.00,! '298.10 3D5.61!;- 0:0801 0.030; O.D80 t 3.24; 2113.421, '1160:92 i� C,24: + - = Reach-1, 6' . W,I"' • 1 1619.D01 -208:101. 305.341 - 0,080! .• .' :.0.030.1 0.060; 3.86 i : '1806.531, -.1131.86! 0.30 Roach-9 6 :.`` • PF 1'^ Impoded Pie„_ { '1619.001' 298.101 305.461, 0.080 i D.D30! D:08D 1 3.56! -1943.26; 1147.11 1 ' , 0.271 - Reach-1 7 y PF'1- ttlpolhld ! 1619.00 299.16 305.34! 0.060 0.030( D.D60 • 3.84; 1774.98! 1131.07,j+ 0.32! j 1ll . Reecb-1 7 ,•' PF 1 161,9.00-1 299.101 306.671 0:080!- , 6.0301 0.0801,` 3.08+ 2169.68 i'` 1165.931 0:25. !�. 1(p Rerud►1 T` PF1 1 1619.001 299.10! 305.441 0;080: „ 0.030! 0.080 3.58 1890.34I- 1143'§6i. 0:29: i p Rlreoffl 7 IPF1 {ttnportedPle., !. 1619.001 " 298:10p• 305.541 D:OBDI ",0.030 0.0801 3.354 2007:951`-, '1155!16i 0:27 1, _! Reach.1 '18 u '" 4' •.IPF 1 ImadlHeii,, '!'` ,1618.00 j 300.001., •305,.40 i- 0:0801 '' 0,028 i 0.080) -•4.27-,''."'1954.54,,.,r 1166,'k i 0,32; 4:3. It i recommended -that the conveyance be improved,-:by clearing #lie r. .. . overbanks, in: order to :meet.:the criteria'. Tle 'roughness coefFic�ents - {Mannings "n"};,values used in -the-.,Leonard Jackson study�_,correc#ly, reflect_'�he ,exist:ng. condation's, .a _'shown on the photographs` 'in; ; Appen84:., If;..liovveyer; the',Uhderstory kand trees smaller-Ahan-A.inches: D.BH are. .r.,emoved,;;the' `n' value could be :reduced _and :crN - met,_`as sFiovvn .by the_"modifed'' plan (see_the printout) This clearing-vvill have�-to extend frarn'Meadouvbro©k Road upstream to the = : canfluence'Wth the small tributary Respectfully; `bmitted, q� �tE��l� �1�� ^ - 1 _ ary°' ..Wood, PE _ � r a _ _ r - •. TVI Pnc"ipal ®�� ¢Qso n , GLW:cll4 - `' , _ 1,• .. 1 .. _.. 'J t .. .. 4• y • i a Tf Gary,lr 171'dod;.PE_ '.Girl Scout.Council'' Page 5 of 5:. „::J 24,Apnl-2o04 - APPENDIX 1 FIRM & Floodway Map ( f '' •I! P�� i ii Jj ..� Oo AA / f f • 'u �` l�rl/ •.�lj � lic �� ,�;P, Ilk; ••�/ � �� ' � ' 'I ova, ,t jib � '1f'N1f' I 'I F.L, OODWAY 1, � . - t lMI�f�i.'• I,f I il, i :man I a i PAW i� APPENDIX 2 "existing Bldg" Section Queenbury Plan;existing bldg. 4119/04 section through existing building 325 Legend EG PF 1 WSPF1 Ground t Bank Sta 320 315 ✓ C 0 ® 310 w 305 300 4400 4600 4800 5000 5200 5400 5600 5800 6000 Station(a) 1 In Horiz,=200 it 1 in Vert,=5It APPENDIX 3 "bldg & brdg" Sections Queenbuiy Plan: 1)bldg&brdg 4119/04 2)existbidg. 4/19/04 3)Imported Pla 4/19104 section through existing building with new addition --,045. )1( .03---��--,045--� . 325 Legend EG PF 1-bldg&brdg WS PF 1•Bldg&brdg EG PF 1-ezistbldg: WS PH•existbldg. 320 i � Cr8 PF 1•bldg&brdg Ground Bank Sta 315 u c 0 1� w 310 305 30o 4400 4600 4800 5000 5200 5400 5800 5800 Station(t) 1 In Horiz.=200 It 1 in Vert,=5 tt Queenbuty Plan: 1)modified 4/19104 2)ezistbldg. 4/19/04 walkway bridge ---.045----�--.03-----a�-.045----� , Legend 325 — EG PF 1-modified WS PF 1-modified Crit PF 1-modified Ground f 320 Bank Sta 315 c , a 310 W 305 300 4400 ' , 4600 4800 5000 5200 5400 5600 5800 Station(R) 1 in Horiz,=260 R 1 in Vert.=5 R Queenbuiy Plan, 1)modified 4119104 2)existbldg, 4/19104 walkway bridge ,045-----� 0 Legend 3 EG PF 1-modified WS PF 1-modified Crit PF 1-modified Ground Bank Sta 310 ° 305 m W 300 4000 4500 5000 5500 6000 Station(R) t in Horiz,=300$ 1 in Vert.=3It APPENDIX 4 Photographs �t= ��Y9 { r = r 1 ..lJf� � ,?. � '�,l,��, { ' � �• {� i k ++¢,�'c�r 3it� � i #��i - � fi' rF�1k i F� •j !� r { - , ` ` " {fir"t'1I{t � wj 44 WW 14 ` �•� �b'�i t` t'1 f�+ i A�)(`'�� �r"� `SA r o+ -ilk v LA K 3yYa. gg a , AD rf i 4xf tg :-�$•s�C� + `'`• r,1 rj ►'� r �r 1 i sm�y ' �+ t, a�g I' 3 4 t Al &i+t. ( �, s ,1,?t t�!i� fit' �_1 i;; / � k_ � 't► Y '?0:, r yy ttit +�o =lu. ' -AM v zo ly 14,41 All VIA jr t tj "s kv Van I WRI �� } ' # Richard E. Jones Associates Architects - Environmental Planners 339 Aviation Road Queensbury,NY 12804 Telephone(518)793-1015 Fax(518)793-2223 E-mail:reirany@adelphia.net Memo To: Tom Albrecht, Hilltop Construction From: Richard Jones Date: 12/9/03 Re: Building Permit for Girls Scouts-Letter from Town of Queensbury Tom: The following address all comments from Dave Hatin's letter of 11/6/03: 1. Hilltop Construction was to provide the Flood Plain Project Application. The drawling indicates the flood plain elevation as 305.0' and finished floor as 306.0', clearly one foot above the floodplain elevation. 2. The required draft stop has been added to the Roof Framing Plan on Drawing S-1. An attic access has also been added to each tide of the draft stop. 3. Information regarding the mechanical ventilation system has been added to the First Floor Plan HVAC General Notes on Drawing PM-1., 4. Handrail extensions have been indicated and detailed on Drawing A-1 and also all Wall Sections on Drawings A-2 and A-3. 5. An emergency battery pack and exit light have been added in the Garage on the First Floor Lighting Plan on Drawing E-1. 6. Fire alarm system information has been added to the First Floor Electrical and Fire Safety Plan on Drawing E-1. - 7. The BTU ratings for AHU-1 and AHU-2 have been added to the HVAC Unit Schedule on Drawing PM-1. Please provide a copy of this memo to Dave Hatin to help clarify all of the changes that have been made to the plans. Attached are two new sets of sealed plans for resubmission to the Building Department. Should you or Dave Hatin have any questions or need additional information, do not hesitate to contact me. Sincerely, Richard Jone \\ServerI\reja\01-Projects\2003\0306\ContractoMemo 031209.doc TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY 12804-5902 518-761-8201 November 6,2003 Tom Albright Hilltop Construction 47 Williams St. Hudson Falls,NY 12839 Dear Tom: The following items need to be addressed for the Girl Scouts of America addition and renovation to the existing building before a building permit can be issued. 1. We need a Flood Plain Project application filled out and a certification from a surveyor as to the elevation of the property and that the elevation of the proposed floor level for the addition and existing building will be at least one foot above the floodplain elevation for this site. 2. There is no-draft stopping shown in the attic area. Draft stopping is required for any attic area over 3,000 square feet of wood frame construction. This Would consist of basically sheeting one side of a truss with some type of gypsum board or OSB in order to create the fire separation. Any penetration through that fire Stop must have a self-closing door on it. Also there is no attic access shown to this space,as required by the Code. If the fire stop is installed an attic access would be required on both sides of the fire stop. The attic access must be big enough to remove any HVAC equipment in attic or a minimum at 20"x 30". 3. We need to know how the mechanical ventilation will provide fresh air as described in the plans, as the windows do not meet the ventilation requirements for all spaces within the building. 4. We need a detail showing the handrail extensions one foot beyond top and bottom of stairways and ramps,and also the heights of the handrails: 5. We are requesting that you place additional emergency light,exit light M—the existing garage*. 6. Is there going to be a fire alarm system installed in this building? If so,then we need to have a plan showing the layout of the fire alarm system. 7. We need to know the BTU rating on the furnaces to be provided for this building. "HOME OF NATURAL BEAUTY . . . A GOOD PLACE TO LIVE" SETTLED 1763 Once the above information has been submitted and is complete,we will issue a building permit for the project. If you have any questions,you can reach me at 761-8256, Monday through Friday. Thank you for your attention'm this matter. Sincerely, OWN F U U�-Y cc or Davy Building and Code Enforcement DHImg . . . . . . . . the LA group / \ ' Landscape Architecture LEGEND: �. ' / - � � I and Engineering, P.C. .�� PROPERTY LINE I I 40 Long Alley .. .. .. .. .. .. .. .. .. � ga Springs -- — — LIMIT OF CONSTRUCTION LINE New York86 ' I I 518/587-8100 - - - WETLANDS AREA Telefax 518/587-0180 ' I _ _ _ � _ . . _ _ _ . LEAN TO _ - WOODED AREA TO BE REMOVED _ . / ROCK OUTCROP . FRIENDSHIP LODGE BITUMINOUS PAVEMENT TO BE REMOVED _ _ ' - - - - - - - - - - - - \ `\ �� dditionrto this document j, .76 a violation fSection 7 209 of the New York State S '�` . - - - - - - - - - . _ - - - - - Education Law. - - RAMP AND STEPS TO BE REMOVED 2�, St• ©the LA Group 2001 \_ ��� \ / ♦ �� Design LTM LIMIT OF CONSTRUCTION LINE, TYPICAL - Drawn L'TM • DEC WETLANDS - -_ -- � a� - \ ' � / Checked DRL - - _ . _ I/ 110M MM loon. almajown - - I` \ I ' , ` ` woos 00 LANDS N/F OF `• � .. .. .. ♦ . V \ ' ' I C AR p,pE MACDONALD \ . I I I `.. ` ' mom �� -alum �\ I dos �, P � ", EXISTINO VEGETATION - - - 5 TEMPORARY SILT FENCE ' `'� "r I P ��' F �n 5 / TO REMAIN I L-6 ' ` 000 \ TEMPORARY SILT FENCE .�. \ ' - - - r I _ L-6 / � - - ' CLEAR & GRUB EXISTING VEGETATION. � 0 . CLEARING & OBTAJN • - - 5, _ I _ - - - - MARK -LIMITS OF CLE J l � \ TEMPORARY SILT FENCE \ _ ` L-6• I i ' � OWNER'S APPROVAL PRIOR TO START OF - r ' CLEARING OPERATIONS. . F �8 Z, NE 1 f1 ALL CLEARING TO BE DONE IN I \.. I TF OF `ri y LIMIT OF CONSTRUCTION LINE, TY•PI `� \ ' C0MPLIANCE WITH APPLICABLE TOWN, ��� \ ' STATE AND FEDERAL REQUIREMENTS I �. i • _ ' - . . AND PERMITTING FOR WORK WITHIN . . \ ` ' WETLAND AREAS. 0.4 I CLEAR & GRUB EXISTING VEGETATION. I RACK . ' • _ . - - . MARK LIMITS OF CLEARING & OBTAIN OWNERS APPROVAL PRIOR TO START OF / o \ CLEARING OPERATIONS. �O' - a _� ALL CLEARING TO BE DONE IN ' '�, �' SHED .� COMPLIANCE WITH APPLICABLE TOWN, STATE AND FEDERAL REQUIREMENTS . . . . . . . . . . . WITHIN Z - _ � . \ O � AND PERMITTING FOR WORK / EXISTING VEGETATION WETLAND AREAS. \ . _ \ TO REMAIN - - - - - - A ~ eta V 00 - - - TEMPORARY. SILT. FENCE 1_56 , _ . . p4 N C4 75 WETLAND BUFFER ( jug - ' 0 JD Waft 4 . . . . . . . . . . . . . W N 4 n �10USE Cook *0 CY - / Z - - - - - - - - - - - - - - - - - - - - - - - - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . \' TEMPORARY SILT FENCE L5- . . _ I . 0 REMOVE EXISTING RAMP, STEPS, /* & PARTIAL REMOVAL - LIMIT OF CONSTRUCTION' LINE, TYPICAL OFF UILDING, SEE AR RAL 1` �' % LANDS N/F OF D - COLANGELLO - — I C / �� C ` �� (—EXISTING VEGETATION TO REMAIN ! . ROCK �i w >1 rA i ROCK C� 4) - RE VE STT BI MIN EXISTING SEPTIC CLEANOUT TO REMAIN, ON C TE VE NT \ ' \ 5 O v FIELD VERIFY EXACT LOCATION _ \ - TEMPORARY SILT FENCE 0 �. I - . . _FRONT YARD SE 4.l w EXISTING UTILITY POLE d� ELECTRIC SERVICE TO - - � ,�/ REMAIN, FIELD VERIFY EXACT LOCATION waft - - - _ 7.04' _ . _ . . . . ` ''- W _ _ _ i -� PROVIDE CLEAN SAW CUT AT Room � . \ - r--� APPROXIMATE LOCATION AS LINE EDGE OF EXISTING PAVEMENTglo - -- S07'1 �► - -- \ 4-•� �� — ?_,' - 8 27 yy — -- — - _ ! TO REMAIN, FIELD VERIFY EXACT LOCAII TO REMAIN, TYPICAL - _ - - O PROXIMATE LOCATION OF EXISTING SANITARY SEWER LINE & APPROXIMATE LOCATION OF EXISTING - - - - C -- -- - - - - \\ _ Z i SEWER CLEAN OUT, TO REMAIN. FIELD VERIFY EXACT INE & WATER VALVE, TO REMAIN. C - -_- ___ 4) \ S � 1 32.3o'- \ 4 I.-4 LOCATION FIELD VERI A71ON EXISTING BITUMINOUS CONCRETE PAVEMENT TO REMAIN -- - \\ E"� 75' WETLAND BUFFER j - - - - - - - --- - - - - - - _ - - S06'S7'1 `� V i ° w \, 6. C/3 04 O •� Cd w I ► OUE20 Revisions APPROVAL NOTE 6 27 02 PLANS HAVE BEEN APPROVED UNDER AUTHORITY OF A RESOLUTION 5. THE APPLICANT MUST RECEIVE D.E.C. PERMIT AND S.P.D.E.S 7 31 02 ADOPTED 8-20-02 BY THE PLANNING BOARD OF THE TOWN OF APPROVALS. ALSO THE D.E.C. MUST APPROVE THE WETLANDS TOWN COMMENT QUEENSBURY, NEW YORK WITH THE FOLLOWING CONDITIONS: MITIGATION PROPOSAL, AND 9 13 02 1. CULVERT & STORMWATER SITUATION SHOULD BE REVIEWED & 6. FINAL UPDATED PLANS WILL INCLUDE ALL WALKWAY CHANGES TO TOWN COMMENT APPROVED BY CT MALE & TOWN HIGHWAY DEPARTMENT. THE INCORPORATE NEW BOARDWALK & WALKWAY DESIGNS. PLANS WILL APPLICANT MUST SATISFACTORILY ADDRESS ANY & ALL CONCERNS, CLEARLY SHOW THE EXTENT OF THE PROPOSED WETLANDS 2NITIGATION AREA & THE PLANS WILL SHOW SILT FENCING & DECKING OF BRIDGE, WALKWAYS, Sc& DECK WILL NOT BE MADE OF RESEEDING OF DISTURBED AREAS. GRAPHIC SCALE Project 01152 ARSENIC TREATED, PRESSURE TREATED WOOD, AND 20 0 10 20 40 80 Date 5 29 02 3. THE PROPOSAL MUST RECEIVE C.T. MALE ENGINEERING REVIEW La CAD # 01152\bnse.dwg SIGNOFF, AND 4_ BRIDGE DESIGN WILL BE REVIEWED & APPROVED BY THE TOWN'S Drawing PARK & RECREATION DEPARTMENT & C.T. MALE, AND IN FEET L- 2 i .. ... . .::: : the LA group _ Landscape Architecture ... ........ . .... and Engineering, P.C. .. . . : . . . 40 Long Alley I ' 6 LEGEND: ' Saratoga Springs • � New York 1286 -8100 PROPERTY LINE ' I LEAN TO 5elefax 518/5 Telefax 518/587-01B0 LIMIT OF CONSTRUCTION LINE I ' FRIENDSHIP LODGE WETLANDS AREA , ROCK OUTCROP i ' \ Unauthorized alteration or • ' r addition to this document is a f Section 7209 of violation ther o New York State Education Law. ly \ EXISTING NATURE TRAIL 00 I the LA Group 2001 LTM i LIMIT OF CONSTRl1CT10N UNE, Design\' I NEW NATURE TRAIL TYPICAL Drawn LTM EC WETLANDS - - - Checked DRL 000 LANDS N/F OF , � G r ' MONO��� I 5 ti IP E MACDONALD I _ _ - �' mom _ _ • G. ' CD 0100 WALKWABLE WOODCHIP l v ISILT FENCE, TYPIC L ' RAMPOF I I \ \ / 1 SILT FENCE, TYPICAL - _ I NEW NATURE TRAIL 1 STORMWAITER IMIT OF CONSTRUCTION SETTLEM NT BASIN �` ROCK -ROPO \ I SED PARKING -AREA \ / � - OMIT OF CONSTRUCTION LINE, v x TOTAL SPACES _ / TYPICAL ~_ o- I `\ `- '� _'00 SHED � W _ I o CONCRETE VEMENT \ 0 I EXISTING NATURE TRAIL TO 0 / NEW DECK,'BOARD WAtK & ' ' REMAIN RAMPS ``\.. .d O O 75' WETLAND BUFFER �' �. "'.�..�' .,,,. , A d a °° I R=5 U �� SILT FENCE, TYPICAL ` w u y waft ftoftS > 0 RAMP - A� o .c \it - @OAR ,,a I" q Y -- d, a / o? . DECK OWgLK �� .a ' `\ BROpk . -- a o o�T� CC JD 11 PEDESTRIAN BRIDGE `` __ - - - - - _ W y u B HousW DE OARDWq '-� __ en► ^ C7 ®^ 1 . ' . _ " BOARDWALK 1+1 N O' ... . . . . . . . . . . . ... .. . . . . . . . . . . . ' CY 1 k 1g' WPR ...:_:.. . Ap(�:1 T1 p: BU��D1 1. _ : : . . Q . . . . . . . . , . , • " " . . . . . N; S .. , 24' M aRf�.�.T , ,W . . . .. . . . . .. . . . . . . . . . . TU �� �Y�^^''�' RAMP RAMPS & BOARDWALK KING ::::: :: ::: :;. . . . ... isr : :: v. . S . . . NG FACES io '4Crl.� EC�'a1(�{}�N �. SILT FENCE, TYPICAL. LANDS IN OF {JR�� : . : : . �. �r Rocx 3 OLANGELLO — _ .:..... . ...:. ... ...... . . ::::dRA. lV-G a UMIT OF CONSTRICTION CJ _�_ : . NEW-S .. .. .. . . .. . .. . . . . .. . . . . . . . . ARCH{ do'RgMP. . . .. . . . . . . . . . . . . .. . . . . .. . . . . . B SPgCE' . cv .. . . . TEC7tjRAG p ' 'S .. . . . . . . . . .. . . . . . . . . 3 S O g E PKINGS. 54' i '1 \ - ---�_ —T. ..�. .�. . . . . . . . . . . . . 5. �— p HANDICAPP „.. . _ Q �+ LAN . . ... .. . . . as PA TED AREq / ``\ V PARKING SIGNS ExISTINc v- _ - • ROCK - STOP SIGN o -1 CLEAN SEP71C ' - - . REMAI 0 V1 R►FY LOCA VI ,� CONCRETE P `° / /, a C IT1IMIN US .-_. G!� 4� S06'48'47*W CLE TPA. OVER `� A)\TAI �E 1a _ . Gomm ram, L- , O RONT AREA v 09-4 PLANTED `� 1hAman numum mom sroP slcN � S07'18'27„W �.. 10 PAINTED ARROWS • .0 EDGE OF NEW PAVEMENT TO EXISTING TO `�� REMAIN. FIELD VERIFY M GE OF NEW Pq �� �� 132.30' \' C�.y 3 MEET EDGE OF EXISTING P EEDGE OF EXIS11ENr TO O `^ O PAVEMENT TO REMAIN WITH LOCATION & ADJUST EDGE O SMOOTH TRANSITION, TYPICAL OF NEW PAVEMENT AS SM007}I TO REMAIN N9TH \\ NECESSARY 71ON, rYP L S06757'10"W `` WETLAND BUFFER \ W 4..4 4 75 WE \ V1 = a WNI p •.�. V c p CIS APPROVAL NOTE GENERAL NOTES Revisions SITE DATA I. PROPOSED NEW SIGNAGE TO MATCH EXISTING SIGNAGE. PLANS HAVE BEEN APPROVED UNDER AUTHORITY OF A RESOLUTION 5. THE APPLICANT MUST RECEIVE D.E.C. PERMIT AND SLAND .S SIGNAGE WILL BE BUILDING MOUNTED SIGN, AND WILL BE IN AU�ENSBURY? NEW ORK WITH THEFOLLOWING OF THE COND CONDITIONS: OF MITIGATIONSPROPOSAL. ALSO E AND MUST APPROVE THE WETLAND 6/2�02 OVERALL SITE PROJECT AREA Q COMPLIANCE WITH ALL APPLICABLE TOWN REQUIREMENTS. 0.6 ACRES I. CULVERT & STORMWATER SITUATION SHOULD BE REVIEWED & 6. FINAL UPDATED PLANS WILL INCLUDE ALL WALKWAY CHANGES TO 7 3.L,� T AREA 13.53 ACRES 2. PROPOSED LIGHTING TO BE MINIMAL AND IS TO INCLUDE APPROVED BY CT MALE & TOWN HIGHWAY DEPARTMENT. THE INCORPORATE NEW BOARDWALK & WALKWAY DESIGNS. PLANS WILL TOWN CnMMFNTS SITE EXISTING REQUIRED PROVIDED WALL MOUNTED SECURITY LIGHTING, SIMILAR TO EXISTING APPLICANT MUST SATISFACTORILY ADDRESS ANY & ALL CONCERNS, CLEARLY SHOW THE EXTENT OF THE PROPOSED WETLANDS 8�19 Q2 MITIGATION AREA & THE PLANS WILL SHOW SILT FENCING LIGHTS. AND RESEEDING OF DISTURBED AREAS & S 2,000 SF 0.6 ACRES 2,800 SF ADDITION 2. DECKING OF BRIDGE, WALKWAYS, & DECK WILL NOT BE MADE OF - 9 13 02 BUILDING AREA 4,800 SF TOTAL 3, BRIDGE DECKING, WALKWAYS, s DECKS WILL NOT BE MADE ARSENIC TREATED, PRESSURE TREATED WOOD, AND TOWN COMMENTS OF ANY ARSENIC TREATED OR PRESSURE TREATED WOOD. 3. THE PROPOSAL MUST RECEIVE C.T. MALE ENGINEERING REVIEW Project 01152 30' FRONT 30' FRONT 30' FRONT SETBACKS 20' SIDES 20' SIDES 20' SIDES SIGNOFF, AND 5 29 02 0' REAR 4. BRIDGE DESIGN WILL BE REVIEWED & APPROVED BY THE TOWN'S GRAPHIC SCALE so Date 2 0' REAR 2 0' R EAR 2 CAD # 01152\bese.d�rg PARK & RECREATION DEPARTMENT & C.T. MALE, AND 20 0 10 20 40 12 SPACES I SP./ 23 SPACES Drawing PARKING 150 SF GLA=30 IN FEET L-3 EXISTING REQUIRED PROVIDED IMPERMEABLE AREA 3.8% 35% MAX. 6.0% DEED REFERENCE: J HN & PAULINE GAFFNEY 0 TO ti U O ADIRONDACK GIRL SCOUT COUNCIL J DATED OCTOBER 21, 1948 C.) RECORDED OCTOBER 26, 1948 Z IN BOOK 270 PAGE 529 LANDS N/F OF l[ACNE77C o U BAY MEADOWS GOLF CLUB Q Xw w o COC) coO CV �� W •� Cl. ui 4 Z w �C7 `� L1 !-2 O Z5 w to Z=5 OOm � ti N Q Q .- O Z rH V 0 LA O 0 r l O O Ioqz o�e �, � 3 b TC o p v d�d rV� U o a Cd cr 4-4 3� Q o Co 0 0 to 300 305 FRIENDSHIP H LODGE Q 8 / o 23jR• AREAS 13.53 acres LANDS N/F OF MACDONALD pig BENGHMARK=; i I RR SPIKE. IN 18' PINE F \ $ ELEV.- 306.32, a LANDS N/F OF i N '``�f rV. r -r 3pp ` Ej STo ,zQ oq COLANGELLO sHiD Ui �, 3 �lj yF u. +i i _.. , ll t(o s RA 305 �Q `P�►E DECK FF=306.17' � ROCK LEDGE O _ O 1 STORY WOOD FRAME v BENGHMAi K= 0 '� BUILDING CUNDER `u. 5PIKE IN 20', CONSTRUCTION) TWIN BA55WOOD' C M ELEV.= 303.54' 300 30 ^� � U 50.09• SO6 4847'W FF=30G.15' �. p 337.04' 507 812 T�7-W Boor Ro 132.30• CA- � 13 >O" 5O6 5710•W �� 0 C� Q MEADOIVBnu �O 0•�l 568.11 506 43'13•W RO AD 0 0 � � � � � C3co � Co Data JANUARY 10, 2002 Scab P-SO' S- 1 SHEET 1 OF 1 DWG. NO. 92073 D-451 LOCATION MAP the LA group , r' Landscape Architecture `' �All and Engineering, P.C. F`tYY 40 Long Alley TE xr r. ds Saratoga Springs ,�rF•��. �;�, New York 12866 VI "Wft MY OM OW«,l. , f,, ---� 518/587-8100 c Golf Coarse +. Telefax 518/587-0180 ` .. '� .. •k'y Q)t • l� T� !I. 4 # w e ^y� + ,` �' _ �!•� • Unauthorized alteration or U ` �; I _ addition to this document lt -- tt - , ....::___.:_ o 7209 of the violation New York State r ' Education Law. 2 "Wft : ` • ti-— , t , ` Wit:a. ©the LA Group 2001 SE RD w / PROPOSED WETLAND .;.... 3. .. �, t �z�> Design LTM — MITIGATION AREA l• DEC WETLANDS . . . . . . _ _ - - _ " - - _ - _ _ - . _ - . .. . . _ . .. - . .. . .. . . .. . . . _ 1500 Drawn LTM - • - - . . . . _ . _ _ I \ tT,, ti • . . Checked DRL " . • " . _ • " " • . USE VARIANCE RESOLUTION - ' , . . : : ROCK LEDGE OUTC P WINTER LODGE ' ROCK LEDGE OUTCROP _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ " . _ _ - - - _ _ _ _ _ . I . . _ . . .. . ................::.•.:.:.:..�....�..�...�..:.:.�..:.:.:...�...�..:.._....: .:.:..•.�.. :..•......•.:.:.•.:...::. AREA: :;::::::::.:;::::LEAN• TO. I •� 13.53 acres � .................... �. . . . . . . . . . . . . . . . . . . . . . . .. . . .. . . . . . . • . R1 IP LODGE ROCK LEDGE OUTCROP _ . . . . . . . . . . . . . . . . . . ROCK` QUT.CRI�P T BOOM OF ROCK LEDGE . . .�.;.�._ . . �... . . . . . . . . . . . . . . . .�•r�_. . . . . . .. . . .. . . .. . . . . . . .. . . .. . � _ _ DEC WETLANDS _ � ..f ROCK OUTCROP p _ _ . . _ . . . " _ _ _ _ _ _ _ _ _ _ _ _ _ / I"' wI cc _J o \. . ,. \. . . . _ . . _ . . _ 1 =a . _ I \ \\ , ATURE LODGE —�. . . . . . . . . . . . . . . . . . . . . gf 00 . . . . . • . _ . . . . . _ . . _ . . _ -. - _ - _ � K . . . (nr OK w . . . . . . . . . . . . . . . . � _t7r _ _ _ "� N Q; .o 75 WETLAND BUFFER ti,: ` /� .,, - - • - - - - • - - Y = . - - - - - • - - . _ ZF _ . . . . . . . . . . . . . . . . . . . . . . ROCK LEDGE--) House ,, _ I ' :�. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ DEC WETLANDS � f .... ........ `;:::iiiiii: i:.i::.`: :ii:i:.:-:.. r Lon It*or . . . . . . . . . . . . . . . . . . . . . . _ . . _ . . _ . - _ \\. ..\ . ........ _ . • . _ . . _ - - _ . . • . . . . . . . . . . . . . . . BOTTOM OF — .........-:.. ......::.-.- . ;::::...:- ROCK ROCK LEDGE j - . . . . . . . . . . . . . . . . . . . . . . " _ . . �f . . . . . . . . . . . . . . \ I w - - —=' . . . . .`_ . . _ . .`_ • . . . . . . . . . . . . . . . . . . . .yam _ �` '— �• ROCK' t -- , - - � ING �__-� . -- DEC -WETLANDS _ PARKING K 75' WETLAND BUFFER _ - - - �. I — — 30 FRONT GNJ IYARD . .0 Z W C:'• o S 5 i — — SETBACK LE I AL BOX — — ' �+ O {# D O WBROOK — —I V ,� z FY ROAD I y M s 3 ONCRETE HEADWALLrA 4 a ji Z RECr P' JUL 9 3 20103 p f..4 TOWN OF QUE: URY ' - ,� BUILDING A.I\�a CODE � 3 = o O o 10 o tj ILA Z LEGEND: SITE DATA SURVEY REFERENCES FLOODPLAIN INFORMATION APPROVAL NOTE ����... PROPERTY LINE TAX MAP NUMBER 296.16-10 I. BASE INFORMATION INCLUDING PROPERTY LINES, I. PER THE FEDERAL INSURANCE ADMINISTRATION/MITIGATION PLANS HAVE BEEN APPROVED UNDER AUTHORITY OF A RESOLUTION 5. THE APPLICANT MUST RECEIVE D.E.C. PERMIT AND S.P.D.E.S ice—, Cd BUILDINGS, PAVEMENTS, AND SPOT GRADES AS PER ADMINISTRATOR DETERMINATION, THE ELEVATION OF A FLOOD ADOPTED 8-20-02 BY THE PLANNING BOARD OF THE TOWN OF APPROVALS. ALSO THE D.E.C. MUST APPROVE THE WETLANDS V w QUEENSBURY, NEW YORK WITH THE FOLLOWING CONDITIONS: MITIGATION PROPOSAL, AND SURVEY PREPARED BY VAN DUSEN 8l STEVES, LAND EXISTING ZONING SFR-IA HAVING A ONE PERCENT CHANCE OF OCCURRENCE IN ANY 1• CULVERT & STORMWATER SITUATION SHOULD BE REVIEWED & 6. FINAL UPDATED PLANS WILL INCLUDE ALL WALKWAY CHANGES TO F WETLANDS AREA SURVEYORS, LLC, ELECTRONIC FILE. GIVEN YEAR (100 YEAR FLOODPLAIN) FOR THE UPSTREAM SIDE APPROVED BY CT MALE & TOWN HIGHWAY DEPARTMENT. THE INCORPORATE NEW BOARDWALK & WALKWAY DESIGNS. PLANS WILL SITE AREA 13.53 ACRES 2. EXTENT OF EXISTING WOODED AREAS PER AERIAL OF MEADOWBROOK ROAD IS ELEVATION 305.0 (CURRENT APPLICANT MUST SATISFACTORILY ADDRESS ANY & ALL CONCERNS, CLEARLY SHOW THE EXTENT OF THE PROPOSED WETLANDS Revisions PHOTOGRAPH, N.Y.S. DEPARTMENT OF ENVIRONMENTAL REVISION TO JULY 16, 1984 F.I.R.M.) AND MITIGATION AREA & THE PLANS WILL SHOW SILT FENCING & 2. DECKING OF BRIDGE, WALKWAYS, & DECK WILL NOT BE MADE 0r' RESEEDING OF DISTURBED AREAS. 0.6 ACRES 6/O2 N PROJECT AREA •\- CONSERVATION, DIGITAL ORTHOIMAGERY PROGRAM ARSENIC TREATED, PRESSURE TREATED WOOD, AND 9 0 LIMIT OF WOODED AREA (SPRING 1994 � 1995) 2 3. THE PROPOSAL MUST RECEIVE C.T. MALE ENGINEERING REVIEW TOWN COMMENTS I. EXISTING UTILITY INFORMATION, INCLUDING LOCATION SIGNOFF, AND OF WATER, SANITARY SEWER AND GAS LINES AS PER 4. BRIDGE DESIGN WILL BE REVIEWED & APPROVED BY THE TOWN-S DRAWING TITLED 'ADIRONDACK COUNCIL GIRL SCOUTS, PARK & RECREATION DEPARTMENT & C.T. MALE, AND ADDITIONS a ALTERATIONS' AS PREPARED BY RICHARD E. JONES ASSOCIATES, OUEENSBURY, NY, DATED 6-5-92, SCALE 1"=20'. GRAPHIC SCALE Project 01152 La Date / 9/02 50 0 25 50 100 200 CAD # 01152\bw-dwg Drawing +� i SCALE: 1" = 50' T 1 . . , he LA group vWi Landscape Architecture LEGEND : / and Engineering, P.C. N 1 I I 40 Long Alley PROPERTY LINE Saratoga Springs - - - - LIMIT OF CONSTRUCTION LINE I \ 3.10 New York 12866 Telefa875188/587-0180 ., ... . . WETLANDSAREA . . . . . . . . . . . . . . . . . . . .' '. . . . . . . . . .'. . . . . . ' La . . . . .. . . . . . . . . , l I 3.57 LEAN TO -0.15 � 7.6 Unauthorized alteration or -2.92 addition to this document is a on of Section 7209 of the lNew York State FRIENDSHIP LODGE ROCK OUTCROP Education Law. 3.7 2 ©the LA Group 2001 2.17 Design LTM 3.79 Drawn LTM r . i 000 Checked DRL +I DEC WETLANDS \ I, . 0 , 0000 m� �m m� �� '�, N_ . ' �� �� JOY,MCCoou&ZILCH ' ARCHRECTS AND PLANNERS,P.C. LANDS N/F OF ` L I MACDONALD I � NEW FOUNTAIN SQUARE ' I / , ` ' WW � � ' ' \ ' I 12 WAeeeN STREET `\ . -� Omni w� I 723 0010 I . . ' 0100 \ ' I CP ' I . I. ., L ♦ - 41.90 � 1 ,5 It � 2,13 \ g \ . ♦ ♦ . o I 1 11 . I . / ' ' � 1�1 OTE: NEW WOODCHIP WALK TO BE AT I ♦ EXISTING GLADE.AND.TO MEET.GRADES � 1 + I 300.5 'LP AT EXISTING WALKWAYS TO REMAIN 1.07 U t - HP - RACK - 0.84 Q i 3 3027 \ � �� 1.82 SILT.FENCE ... fl SILT FENCE L5 ,�1\,\ - ♦ '. W" °° I I N ��-__ _ SHED \ / had - = o 75' WETLAND BUFFER i - - - - - , = "' ♦ ♦ .\ ti �cv >a I302.E � 8 3' + RAMP , 2. !' DECK OAROWALK �' ! 1■ woo-*!* ,\ q Y INC 306.0 ,� � �c� �� ' e - OA HOUSE 03.p) 304. DECK 1306.01 �pP -__ Q 1 1z ° . --. . . . . . : . . . . . . ELEV. 1 k . , .FIN FL. -ALE . ...... . . . . . V F-+ W R 0 iAkfp ` _ 303.8 + ` SILT FENCE L-6 ` LANDS N/F OF EXIST.:':FIN; : :FL'.. : LE: . : . COLANGELLO04.-5+.\-. . . . . . . . . . . . . . : . : . : . : : . 0 6EA1SED TO . . . . . . . . . . . . . . . . TO IF ROCK - 0 Q GRADES AT EXISTING FIN. GRADE AT NEW PAVEMENT OF GARAGE T i Cc 4) WITH,SMOOTH TRANSITION 301.8303 �. ROCK S06'4 " Z 2. 30 �� ' ' x 02 1 _ --- `� . •�+ 8 47 W 9 - --� 0 0 snow mftn Mom do� -' N. GRADE AT NEW PAVEMENT TO MEET I r :5 C> 0.4 GRADES AT EXISTING PAVEMENT TO T _- REMAIN WITH SMOOTH TRANSITION \ SD •7 --- �� 30' FR � - - _ - 337.04 L ONT YAR Q V� R� ld••1 EXISTING UTILITIES - 1 �h•� TO REMAIN - 302.8 - - - - �� 1`� Ln � V FIN. GRADE AT NEW PAVEMENT TO MEET p3 - - - \ O GRADES AT EXISTING PAVEMENT TO �� 30 - -- _ ._ -�S07'16i2-»w�- __ - - '�• �f \ V 0.00 REMAIN WITH SMOOTH TRANSITION - - --- - - - -- - - - + 3.80 \ -0.800 - - -- _ - - - - - - - _ �. 132.30'. WORM Z\41 CIS 1:4 75 WETLAND BUFFER - - - - - -- sos-57'1o"W V H -1 88 + i +1.05 Revisions 6 25Z02 ENG. COMMENTS APPROVAL NOTE 7/31� 02 PLANS HAVE BEEN APPROVED UNDER AUTHORITY OF A RESOLUTION 5. THE APPLICANT MUST RECEIVE D.E.C. PERMIT AND S.P.D.E.S TOWN COMMENTS ADOPTED 8-20-02 BY THE PLANNING BOARD OF THE TOWN OF APPROVALS. ALSO THE D.E.C. MUST APPROVE THE WETLANDS 8/1 S, 02 QUEENSBURY, NEW YORK WITH THE FOLLOWING CONDITIONS: MITIGATION PROPOSAL, AND TOWN COMMENTS 1. CULVERT & STORMWATER SITUATION SHOULD BE REVIEWED & 6. FINAL UPDATED PLANS WILL INCLUDE ALL WALKWAY CHANGES TO 9 13/02 APPROVED BY CT MALE & TOWN HIGHWAY DEPARTMENT. THE INCORPORATE NEW BOARDWALK & WALKWAY DESIGNS. PLANS WILL TOWN COMMENTS- APPLICANT MUST SATISFACTORILY ADDRESS ANY & ALL CONCERNS, CLEARLY SHOW THE EXTENT OF THE PROPOSED WETLANDS Project 01152 AND MITIGATION AREA & THE PLANS WILL SHOW SILT FENCING & 2. DECKING OF BRIDGE, WALKWAYS, & DECK WILL NOT BE MADE OF RESEEDING OF DISTURBED AREAS. Date 5 29 02 ARSENIC TREATED, PRESSURE TREATED WOOD, AND GRAPHIC SCALE CAD # m15$�bese.dng 3. THE PROPOSAL MUST RECEIVE C.T. MALE ENGINEERING REVIEW 20 0 10 20 40 80 SIGNOFF, ANDmoo Drawing 4. BRIDGE DESIGN WILL BE REVIEWED & APPROVED BY THE TOWN'S L-4 PARK & RECREATION DEPARTMENT & C.T. MALE, AND IN FEET , r Landscape Architecture LEG :. / ; I and Engineering, P.C. . . . . . . . ' 40 Long Alley PROPERTY LINE ' �— [77 Saratoga Springs LIMIT OF CONSTRUCTION LINE I I New York 12866 t 518/587-8100 Telefax 518/587-0180 . . . . WETLANDS AREA ' . I , • , LEAN TO '. r ROCK OUTCROP FRIENDSHIP LODGE . . . . . . . . . -� DECIDUOUS TREE Unauthorized alteration or addition to this document nt is a violation of Section ' \ 7209 of the New York State Education Law. EVERGREEN TREE \ '� , � ©the LA Group 2001 �� ,�`` � `�. ;I . fir• • SHRUB / � Design LTM GROUNDCOVER DEC WETLANDS Drawn LTM Checked DRL OWN= mum. maw 000 mom 1 ` NEW LAWN/WILDFLOW R ' MIX; TO LI'I�IT � � OF DISTURBANCE, TY CAL . I . I loop . Sc 000 moon r' I i cc c I ' 1 \ \ J . 1 C-EXISTING WOODED AREA �, � ' �' ' NEW LAWN/WILDFLOWER MIX -TO -LIMITS • OF \ / OF DISTURBANCE, TYPICAL r ,~ / . �-LAWN/NALDFLOWER-� MIX I •` LIMIT OF CONSTRUCTION LI TYPICAL-, ROC a i - SILT FENCE a SHED �. NEW LAWN/WILDFLOWER MIX TO LI c OF DISTURBANCE TYPICAL' \� a y` 2 .0 i 75' WETLAND BUFFER / Q ° oho LAWN' WILDFLOWER MIX ' Q4 N ` 00 0 w Z HOUS 3 . . . . . . .. M 0 SN EXISTING VEGETATION TO REMAIN TO EXTENT 12 1 AR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . \ ' ~ POSSIBLE. ALL EXISTING VEGETATION BEYOND . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . PROPERTY LINE TO REMAIN. FIELD VERIFY . . . . . . . . . . . . . . SILT FENCE , SAND STAKE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . J ' . . r LOCATION OF EXISTING TREE 3 LIMITS OF NEW PAVEMENT FOR APPROVAL . . . . . . . . . . . . .'. V PRIOR TO REMOVAL OF ANY EXISTING PF '.'.'.'.'.'.'.'.'.'.'.'.'.'.'. .'.'.'.'.'.'.'.'.'...'.'.'.'.'.'.'.'.'. .'.. .. .'.'. . . . . . . . . . . . . . . . VEGETATION. 1 . . . , is. . . . . . ` FI l '.'.'. . . . ROCK. . . . . . . . . . . . . . . . . . .. '. . . .EF.'. . .'. . . . �. 1 1 EF . . . . . . . . . . . . ` LIMIT OF CONSTRUCTION LINE, TYPICAL r r� AS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Q i"r 1 NEW LAWN TO LIMITS .� V 6 . . . . . . w � PF OF DISTURBANCE, TYPICAL � � � � � � ' i T EO AR 5 R ROtK PF CS 1 T� j EF 25 15 VD EXISTING WOODED AREA—� ��` ---�"� // 1 0 � eat EF SN V \ �/ •� Isoft \ Vk mown ■` --LAWN-� 5 es� ---maw& r' ' i ` I ago" '� _ 30' FRONT Yq 0 RD SETBAMom LAWN �.. a 75' WETLAND BUFFER \ LA Q � Z PLANTING SCHEDULE SYMBOL/KEY QUANTITY BOTANICAL NAME COMMON NAME SZ ROOT COMMENTS APPROVAL NOTE Revisions TREES - DECIDUOUS J3 EVERGREEN PLANS HAVE BEEN APPROVED UNDER AUTHORITY OF A RESOLUTION 5. THE APPLICANT MUST RECEIVE D.E.C. PERMIT AND S.P.D.E.S 6/27 AS I Acer soccharum 'green mountain' Green Mountain Sugar Maple 2 I/2 - 3" cal B 8. B ADOPTED 8-20-02 BY THE PLANNING BOARD OF THE TOWN OF APPROVALS. ALSO THE D.E.C. MUST APPROVE THE WETLANDS 7/31 Z02 • QUEENSBURY, NEW YORK WITH THE FOLLOWING CONDITIONS: MITIGATION PROPOSAL, AND TOWN COMMENT • PG II Picea glauca White Spruce 5 - 6' ht B 8. B 1. CULVERT & STORMWATER SITUATION SHOULD BE REVIEWED & 6. FINAL UPDATED PLANS WILL INCLUDE ALL WALKWAY CHANGES TO 8/19_/02 SHRUBS, GROUNDCOVERS & PERENNIALS APPROVED BY CT MALE & TOWN HIGHWAY DEPARTMENT. THE INCORPORATE NEW BOARDWALK & WALKWAY DESIGNS. PLANS WILL TOWN COMMENT APPLICANT MUST SATISFACTORILY ADDRESS ANY & ALL CONCERNS, CLEARLY SHOW THE EXTENT OF THE PROPOSED WETLANDS 9 13 02 AND MITIGATION AREA & THE PLANS WILL SHOW SILT FENCING & TOWN COMMENT AR 51 Arctosta h los Uva-Ursi Beorbe I . cont. cont, plant 2'-0" O.C. 2. DECKING OF BRIDGE, WALKWAYS, & DECK WILL NOT BE MADE OF RESEEDING OF DISTURBED AREAS. CS 15 Chrysanthemum x Su erbum 'Alaska' Shasta Dais No. 2 cont. Cont. ARSENIC TREATED, PRESSURE TREATED WOOD, AND Project 01152 EF Euon us Fortunes 'Colorata' Pu leleaf Wintercr er - Date 5 29 02 3 3 - 4' ht. cont. 3. THE PROPOSAL MUST RECEIVE C.T. MALE ENGINEERING REVIEW GRAPHIC SCALE SIGNOFF, AND 20 0 10 20 40 80 CAD # 01152\bm-dvg SN I8 300- 360 s . B 8� B 4. BRIDGE DESIGN WILL BE REVIEWED & APPROVED BY THE TOWN'S VD 8 Viburnum dentatum Arrowwood Viburnum 3 - 4' ht B 8� B PARK & RECREATION DEPARTMENT & C.T. MALE, AND Drawing IN FEET L-5 O SIGN PANEL (12 x 150) LETTERING PER THE MANUAL OF •SPADE SHRUBS AS UNIFORM TRAFFIC CONTROL DEVICES the LA group NO. P4-6C; BACKGROUND COLOR TO I" N.Y.S. D.O.T. TYPE 6 �*TOP o INDICATED ON PLANS BE WHITE, CHARACTERS TO BE BLACK, Landscape Architecture COURSE BITUMINOUS CONCRETE -' 4 F 11 INTERNATIONAL SYMBOL OF MULcu ACCESSIBILITY TO BE BLUE " and Engineering, P.C. w 3" DEEP OR D.O.T. STANDARD STOP SIGN 2 I/2" N.Y.S. D.O.T. TYPE 3 BINDER :o � � `� � � 40 Long Alley COURSE BITUMINOUS CONCRETE ° 3" HT. PLANTING MIX SAUCER Saratoga Springs 3" FG. w° O° New York 12866 518/587-8100 �• 'r GUT AND REMOVE BURLAP FROM ;R) O "� : �� �' TOP 1/3 OF ROOT BALL Telefax 518 587-0180 La d0�`�C) 0 t300 00 12" N.Y.S. D.O.T. SECT. ? 't • � ' o �xJ 304 TYPE 4 GRAVEL 1 ';: ,►•' G r,o a0 0`� 00 COMPACTED TO q5% STD. PROCTOR � o ,,,...... ......-.. s AMENDED BACKFIL � � SUBGRADE - COMPACTED TO qo% `t STD. PROCTOR SCARIFY SUBSOIL � TO MIN, 4" DEPTH "U" CHANNEL POST Unauthorized alteration or addition to this document PAVEMENT DETAIL SHRUB PLANTING DETAIL i BITUMINOUS is a violation of Section 6 N.T.S. 7209 of the New York State N.T.S. FINISH GRADE Education Law. NOTES: 2001 •TREE SHALL BEAR SAME RELATIONSHIP c the LA Group l/ TO FINISH GRADE AS IN THE NURSERY. \ •THIN BRANCHES t FOLIAGE AS DIRECTED 2" LT TOP C ` WHILE RETAINING NORMAL SHAPE OF TREE. NEVER GUT A LEADER. Design LTM •TREE SHALL BE PLUMB t STRAIGHT. o ��} O P GRAVEL SUBBASE ' ��0 0 ao�o` � � ATTACH 1/8" GALV. STEEL CABLE N Drawn LTM 00 M a o�?? TO STAKE. NOTCH STAKE TO RECEIVE p Z CABLE. ENCASE WIRE AROUND TRUNK -_ _ _ f I COMPACTED SUBGRADE / �., 3,000 PSI CONCRETE FOOTING (TYP.) IN REINFORCED RUBBER HOSE ABOVE ,�'" j FIRST BRANCH. SECURE ALL ENDS OF ``�. Checked DRL 1 CABLE WITH GALV. CLAMPS. I'-0" -� 4" GALV. TURNBUCKLE EA. GABLE MIN. y, TREE. x 8' CEDAR STAKES, 3 PER HANDICAP PARKING SIGN BITUMINOUS WALK DETAIL 2'-00 DRIVEN N ON AN SLEIGHT ANGLEE SAME ! 2 N.T.S. TYP. STAKES TO BE OUTSIDE OF ROOT BALL. 1O N.T.S. NEATLY WRAP ALL DECIDUOUS TRUNKS JOY, F.G. TO A HEIGHT OF THE SECOND LOWEST ARC CTSAND PLANNERS, NZILCH,P.C.BRANCH (FALL PLANTING ONLY) �• a�cNnEcts�wovuwrlENs.p.c �'•. 3" HT. PLANTING MIX SAUCER 12 WARREN STREET i � � •� Y ' �' NP.W FOUNTAIN HARP. � 4" CONCRETE, SEE CONCRETE SPEC. 3" DEPTH PINE BARK MULCH; e �� P.O.Box 72S SOFT BRISTLE BROOM - _— 12801 PULL MULCH AWAY FROM TRUNK. _. .._�_ cLENA FALLS,-79307 6 FINISH PERPENDICULAR TO WALK 41 7 3-07 'k— AMENDED PLANTING MIX, COMPACTED F AR17 P . _ GUT ROPE SURROUNDING BOTTOM OF TREE ♦� G. TRUNK AFTER BAGKFILLING BUT BEFORE P `r • —_ �" - SEED WITH RUSH/BULRUSH MIX G� • t . .:.• 11; �� J . e .'•.• = ' - MULCHING. DO NOT REMOVE BURLAP. �i y �t--, �"; - t `I � t: 1500 SF AT RATE OF 1 LB PER 43,560 SF �• NATIVE SOIL DRAINAGE MOUND, . O 6" X 6" 6/6 W.W.M., 2" GLR COMPACTED TO 92X PERCENT BY NUMBER OF SEEDS UNDISTURBED SUBGRADE 37.Jz wnwR effucytrp —Son Rash '[*�{�'� 34.4X Scopus atrovFens —Groan Butrvsh { 1.1_ IT , � J 28.9X Sdrpua-eyperinus —Wool Qass --•1 I.3X Scopus tobemoanonton"—Son Stem Bulrush J 0.1% Scopus pungans—Common Threa�Squ°ro , r DEPTH GRANULAR SUBBASE COURSE PLANTING 1 _ AF OF Ew yw_ X NYSDOT SECT. 304. TYPE 4 DECIDUOUS TREE }1{ COMPACTED TO q5% STD. PROCTOR 7 N.T.S. ' - „PLACE 24"II �` RANDOM DRIFTS IN IN COMPACTED TO qO% t U CLUMPS OF 10-15 ® 3' OCEW µme' b SUBGRADE _ 1- r QQUNT, 50 `�yJ �1 0 STD. PROCTOR r* , SPECIFIED STONE RIP-RAP FILL ` +�-'+ �- L SAUX INTERIOR (SANDBAR WILLOW) i.:_, A (RED-OSIER DOGWO D) NOTES: s SERICEI _ { r -EXPANSION JOINT SPACING - 20-25' O.G. r CORNUJ yl ! oho -CONTROL JOINT SPACING - 5' O.G. NOMINAL _ Ar►■reansn.RtlenseealKls C' f+- p " " (MAX. LOPE 2� TYP. PROPOSE-1 FINISHED GRADE- �- - t_ _ + r� "�'� -GROSS SLOPE I/8 TO I/4 PER FOOT ( AX. ) CORRUGATED HDPE STORM _ T ^ O Z SEE PLa+:._ _.f. MVt r ytt 1 =i 33%Pinnacle paranil rye�av F-' X SLOPE ALONG LENGTH OF WALK SHOULD NOT EXCEED 1:20 SEWER PIPE; REFER TO i 17-73% engredfexue r�� - r [ �_ MA r1 _ ' 1275SbKentor]rybluegrass -*� �r ' r L61 r� ~ PLANS FOR SIZE AND LENGTH —HDPE FLARED END SECTION WITH aver _ QaI' a. —� -- 812% 1 i CORRUGATION COUPLING MATCHING I �- t � o � � DEPTH CONCRETE PAVEMENT /� CONDUIT CORRUGATIONS t HAVING +' - 1 'T i ANCHOR TOE PIECE. � .-�.- �_�- ___ .. '_.. :_,'�.--.�--_��, ,..__,L ;__ ,r__ _ W v� o a 3 N.T.S. u a 0Na 00 K a W WETLAND CREATION AREA DETAIL JOINT SEAL PER SPEC. 1r FLARED END SECTION a �+ 11 2" 2" N.T.S. � TOOLED JOINT W/ 1/4" RADIUS MIRAFI 14ON FILTER FABRIC UNDER �� O EDGES AS SHOWN, TYP. 12" FLARED END SECTION t RIPRAP • 4'-O' !'-Q r4r ° . MIN. e 4: i PREMOULDED JOINT FILLER AS REQ'D. - 10' MIN. IAIDFtAT�MI1HVOSPACNO _^ .e - - SECTION VIEW EXPAN5ION JOINTS TO OCCUR 60, O.C. MAX •V Z S- FINLS !xs JOIS7E Z 1 2" JOINT t AT ALL CURBS, WALLS, t WHERE SHOWN PLAN VIEW k ON PLANS OR OTHER DETAILS 0. EXPANSION JOINT O f W 2" 2" FLARED—END SECTION a _ �� .� IN, TOOLED JOINT 5' O.G. OR AS SHOWN CJ ON PLANS t OTHER DETAILS OR N.T.S. m11A0DLEP06T CZ V TO MATCH EXIST. SCORE JOINTS. a TOOLING SHALL ALSO OCCUR AROUND ° e ° e d e e ' S/e s01.7a 1HNt POsi a IEJIMA A, ° a ° e .d' e D , W ENTIRE PERIMETER OF GONG. PAVEMENT. ° & ° ° 4., 4 4 \'r'• vo x IrrinnaieH eoLc a. d e ° e 4 4 44 `.� \\ 4 4 41 \ ' v e d e .ee ., d '.° - - °. e e e e ; <. DROP CURB F''•. 4 4 F '•• 4 4 •• e- .° e e e a- a °- -.oe .d' ° - Ge ° _ .e a dd °. e_ ° d e (I/4" MAX. REVEAL) '•' 4 4 44 FN 6MDE .�` 4 4 41 WILYAIQ®POErNICF1011 w d e •� 1/2" JOINT SCOPE JOINT . ' . ° . e e eQa a bt °. I �'A40e e a d ° ° a ° ° e e e d e QO ° ° ° - c ° e d a ° e ° ' q. 6" CURB 4 4 4 4 4 ± SODS P.SIL OONCRM FNIN"AIM= � O ° - r. 4 4 4 4 4 O VMT 4 4 CONCRETE P :. a 'a e - a. d: ° Ul _ ° e e e e d e 4 4 4 4 !� a ° ,. ° ° e a e ° a a a a 4 4 LIVE FIOLE 1HII11 O01FXILE FANrC 4`0 d d EXPANSION/SCORE JOINTSN. . •., :� .' Irwrasn a,eenADE .��.+ �" v� O FREE STANDING HANDICAP 'v NOTE BRIDGE DECKIN%W"WAYS & DECKS WILL Iwo � 'T CONCRET SIGN TO MEET ANSI STDS. e SIDEWALK (12 x 18" MIN. SIZE. 4'-0" CROSS-SECTION NOT BE MADE OF ANY ARSENIC TREATED OR PRESSURE 4) N.T.S. 5'-0" MIN. MOUNTING HEIGHT AT �� 'ED WOOD. V1 O E"I BOTTOM OF SIGN). SIGN (� SHALL NOT BE OBSCURED AL19MM1®l901 r 9VA DEAM L V /� MAX. SLOFra BY A VEHICLE IN THI5 SPACE. PBMBlpdJLM701RAFt�C 36" MIN., 2" HARDWOOD FENCE POSTS, ALONG CURB V DRIVEN MIN. 16" INTO GROUND 1:10 4" WIDE PARKING w LINES PAINTED WHITE Io A I II � •.� � � h " 0' MAX. C. TO C. 36 MIN. FENCE POS PAN®nclo ewe V E i NON - HC PARKING ANSI STANDARD w „� - _ SPACE (TYP.) HANDICAP SYMBOL �y�y®P �gpp Revisions - - __ 140X MIRAFI FABRIC 4 02 I w - _ - - - _ _ OR APPROVED EQ. 4 a 4 4 4 NOTE= 4 4 4 AIOVEaMDE 8 19 02 TOWN COMMENT PROVIDE I HANDICAP SPACE IN 4 4 '�� E / 4 4 TOW COMMENT _ EVERY 25 PARKING SPACES UP �M aW - - N MAXIMUM SLOPE WITHIN UP TO 100. 1 HANDICAP SPACE 9�13 02 FLU_ HANDICAPPED PARKING IN EVERY 50 SPACES OVER 100. TOW COMMENT AND/OR STRIPED AREA (AS PER N.Y.S. BLDG. CODE) 4 4 V CONClEIT"M — { SHALL NOT EXCEED 1:2 4 4 4 4 4 4 . 3w NO-PARKING STRIP 4 30 Ca PAINTED WITH 4 4 4 LSE ROLE WITH QW79XTLE FMW w� EMBED FILTER CLOTH DIAGONAL LINES 4 4 01152 W1 Flow " " " P. Project 5 29 0� MIN. 8 INTO GROUND 1 �FL Z q -0 TYP 8 0 TYP. - TY 140X MIRAFI FABRIC OR APPROVED EQUAL; 16'_ UIDI6M!®SIle9IlADE Date I FASTENED SECURELY TO FENCE POSTS CAD # O1152 bese.dl►� oo� PERSPECTIVE VIEW W/ STAPLES % SIDE VIEW SECTION Drawing FENCE DETAIL TYPICAL PARKING LAYOUTPEDESTRIAN BRIDGEj,t�TASILT N.T.S. 1 ILTB COMMONWEALTH ELECTRICAL INSPECTION SERVICE, INC. M21n Office 176 Doe Run Road - Manheim, PA 17545 MUNICIPAL CERTIFICATE - ELECTRICAL APPROVAL � Permit No. NOE 89551 Cut.-in and No. fifNlM}ffff/iffrfffffH/f} fff!/ OwnerMMMMM, ifilfltu}} IIIIIf iN1}III}Hlfi!}}If1411111Ii11lif}Iff1i}+lfffiffffftffififftfffffiff}fffiffifffffifftfffftffi/fff fffftiffftfft/ff}}f#*Mtm}i Loni cato }/tgiUitfftt t/qtt#/ fff frftfP6 . .. !l1NNtFl tfrlf#t• iftftt ifN rtt# to@@rftif lllrit#o ■ilMf#if@@iNIifllfffpf#fff+f+lllol@fo@Itfgfufiff niff#tftintt to 1ndation Consisting of fffiffiH}filfffififff fir ►llltili1gi111!!i1 1llllft iifHlltfi/fllfflttfffffl}tglfft}qtt ff f Illt}IIMiIf111�i1t111t1111i1+ a Igo tool somff#ttf pits*+tN#boo @f+fo boo#off$fee met Its##oil @ffflp#iff@ boo l+#tfOff 11#III off I fN#o#4f$fiuffilfi►f I offset jot umm rit#ff m#ilfif roe Nlff Nit Hfliff itf feet off ffti 414#9966if1188 6141##6194+1111#1#144090*01401+H#84If#ffff flf}t#}tItlilf@101#N4##fflflfff#ufitfff 004irf4ll#flu#ifu#ff#ffif}$@ff###lffifff#Iff#ref#ffffiffi#fffu#ffff+}aru}}f II Installed +ry1#N#l11lf! #!f}f#ff P-00-0--A6--, 4)t-?.10. fffnfN#f###f#1#ifIHi111#$ir1111f1#tLie. Not Inifffifill@@#@filftiifl/f!#Nt1lllilftlNflMMiil The conditions following governed the issuance of this certificate, and any certificate previously issued is cancelled: - This certificate only covers the electrical equipment and installation conditions as of date/ Upon the introduction of additional equipment or alterations, application shall be promptly made for inspection. Inspectors of this Company shall have the privilege of maki i pections at any time, and if its rules are violated, the Com ny shall have the right to re ke thi c i icate i DateM $t #1iNiirufnlftut##ttrfttftnuuunt INSPECTOR Nolllffluafffirffu/fffuffififu/efilffififfaulfffnuflfl tillfillNlN#llllfil!!1#ll VJAMhAr N 1r V A 1 A 1'i