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Home My WebLink AboutB09-0058Inspection Items for B09-0058 14:01 01/17/2013 Total Rows: 8 Page 1 B09-0058 : Entries for Item:90 - BLDG-Final 14:01 01/17/2013 Action Comments By Date Unique_ Ke AP EP/SB 12/02/2009 A000130 207 Total Rows: 1 Page 1 NOTE; THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES ,. �ow�oFVn� � Town of Vail, Community Development, 75 South Frontage Road, Vail, Colorado 81657 p. 970.479.2139, f. 970.479.2452, inpsections 970.479.2149 ADD/ALT SFR BUILD PERMIT Job Address: Location.,....: Parcel No....: 4868 E MEADOW DR VAIL 210113103004 OWNER DUKE, MEG SHIELDS 4450 S CLARKSON ST ENGLEWOOD CO 80110 APPLICANT NEDBO CONSTRUCTION P.O. BOX 3419 VAIL CO 81658 License: 251-A CONTRACTOR NEDBO CONSTRUCTIO� P.O. BOX 3419 VAIL CO 81658 License: 251-A 04/15/2009 04/15/2009 Phone:970-845-1001 04/15/2009 Phone:970-845-1001 Description: ADDITION OF ATTACHED GARAGE AND MASTER SUITE AND INTERIOR REMODEL. Occupancy: IRC Type Construction:IRC Permit #: Project #: Valuation: Total Sq Ft Added: Status . . : Applied . . : Issued . .. : Expires . ..: B09-0058 PRJ09-0018 ISSUED 04/15/2009 O6/08/2009 12/05/2009 � � �5 �U � _ „ �� $566,518.60 1827 ........,,>...<..�......,,.........«......�.....,.�.....+..,.........x„�......,...... FEE SUMMARY .....,.�.xx......x......�..,....,.....,.,, .....................�..,.............,, Building Permit Fee------> $3,552.00 Will Cal Fee---------------------> $4.00 Total Calculated Fees-------------> $17,269.22 Plan Check--------------------> $2,308.80 Use Tax Fee---------------------> $11,130.37 Additional Fees-----------------------> $0.00 Add'I Plan Check Hours-> $0.00 Restuarant Plan Review-----> $0.00 TOTAL PERMIT FEES--------------> $17,269.22 Investigation-----------------> $0.00 Recreation Fee-----------------> $274.05 Payments-------------------------------> $17,269.22 Total Calculated Fees--------> $17,269.22 BALANCE DUE------------------------> $0.00 ..,,,......,,,,.....,.x.<......,...,�,......>.....�,,,,,.t.....�,�,�„x......,.....>.....x,,.,. .....................xx<„�,...,.x.....,,...,,.>.....,...,..>......,...........�...........�..,... DECLARATIONS I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate plot plan, and state that all the information as required is correct. I agree to comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this structure according to the towns zoning and subdivision codes, design review approved, International Building and Residential Codes and other ordinances of the Town applicable thereto. REQUESTS FOR INSPECTION SHALL BE MADE TWENTY-FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149 OR AT OUR OFFICE FROM 8:00 AM - 4:00 P . � �� /�-O � ign re f Ow r or Contr or Date �� J 0 Print Name bld_alt_construction_perm it_041908 �ff�*****>**twwlw*www�ww##�>wi*#ltR�**********R***wwffff��wwwwwf****!k****!*##�i�fi#*xfx****�fi**w��wwwwwwff*�#�*+f+**f4wwww+wi*w1lxxf**wwwwwww#exxx**�ffRwww#ttxxf�**fwwfwXtl****fR� APPROVALS Permit #: B09-0058 as of 10-14-2009 Status: ISSUED .....<.xxx .............».�..,....,...,��.,>...,.,.............,,. �,,...�.,.......�.�,,..,,x..,..,x,..,..,,......,...,.��.,...,,,.,.................,....,............,...........<,.. Item: 05100 BUILDING DEPARTMENT 04/27/2009 cg Action: AP Item: 05400 PLANNING DEPARTMENT 04/23/2009 bgibson Action: AP see conditions 10/08/2009 bgibson Action: AP Revisions approved and routed to Martin Haeberle. Condition: trees shall not be planted in the 5 foot utility easement. Item: 05600 FIRE DEPARTMENT 04/28/2009 mvaughan Action: AP monitored fire alarm system upgrade/install required. Shall be NFPA 72 and VFES compliant. House numbering shall be compliant. Item: 05500 PUBLIC WORKS 04/22/2009 cdelles Action: AP Item: 05101 BUILDING DEPT REVISION 10/13/2009 Martin Action: AP Revision to all sheets .....,.....,�� ........................»...»........,.............,.....,....,.....,..�>.,.<>,..<tx=,...,..,.�.,�....,,........�.xx......,...�................,...............�,..,... See the Conditions section of this Document for any that may apply. bld_a It_construction_permit_041908 f#wwwwi�ww#twi*w****f!**#***Rf!*�*A!***wfwwwwwfww*****#**f�R**R*wwwwwwf}*w**!****wfwww*wW#x*#***f1f*�**ftlwwwwww#w*f**xf�*�Mff**f#t*if�!*�wwwwf##*�Rl4f***wrtiw##!xfi***ww#ww*a>***www• CONDITIONS OF APPROVAL Permit #: B09-0058 as of 10-14-2009 Status: ISSUED ,.> ................................. �,,.., �............,.,........,.,. �.....,......... �........,,»,..,. �,.. <.,....,,.,.................. �. x,.... �., �...,, �...,,..,.,.,....,....,,.... Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. Cond: CON0010644 Crawlspaces shall not exceed 5 feet in head height. Cond: CON0010645 All exterior lights shall be full cut-off fixtures. Cond: 18 (BLDG.): STAIRWAYS ARE REQUIRED TO MEET SECTION R311.5 OF THE 2003 IRC OR SECTION 1009 OF THE 2003 IBC. Cond: 19 (BLDG.): GUARDS ARE REQUIRED TO MEET SECTION R312 OF THE 2003 IRC OR SECTION 1012 OF THE 2003 IBC. Cond: 34 (BLDG.): A COPY OF THE SOILS REPORT WILL BE REQUIRED BEFORE A FOOTING INSPECTION WILL BE CALLED FOR. Cond: 39 (BLDG): EMERGENCY ESCAPE AND RESCUE OPENINGS ARE REQUIRED TO MEET SECTION R310 OF THE 2003 IRC OR SECTION 1025 OF THE 2003 IBC. Cond: CON0010943 Monitored fire alarm system upgrade/install required. Shall be NFPA 72 and VFES compliant. House numbering shall be compliant. Cond: CON0011107 Trees shall not be planted in the 5 foot utility easement. b I d_a It_co n st ru ct i o n_pe rm it_041908 ********************************+***+*******************++**************************+******+ TOWN OF VAIL, COLORADO Statement *******************************�**********************************+***+********************* Statement Number: R090001453 Amount: $835.12 10/14/200911:33 AM Payment Method: Check Init: SAB Notation: 36237-NEDBO ----------------------------------------------------------------------------- Permit No: B09-0058 Type: ADD/ALT SFR BUILD PERMIT Parcel No: 2101-131-0300-4 Site Address: 4868 E MEADOW DR VAIL Location: Total Fees: $17,269.22 This Payment: $835.12 Total ALL Pmts: $17,269.22 Balance: $0.00 ************************************************�******************************************* ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ BP 00100003111100 BUILDING PERMIT FEES 142.50 PF 00100003112300 PLAN CHECK FEES 92.62 UT 11000003106000 USE TAX 4� 600.00 ----------------------------------------------------------------------------- }f. TRANSMITTAL FORM Revision Submittals: 1. "Field $et" of approved plans MUST accompany revisions. 2. No further inspections will be performed until the revisions are approved & the permit is re-issued. 3. Fees for reviewing revisions are $55.00 per hour (2 hour minimum), and are due upon issuance. __ __ _ Permit #(s) information applies to: �Zr10l -vOS$ Attention: XV Kevisions ( ) Response to Correction Letter attached copy of correction letter ( ) Deferred Submittal ( ) Other Project Street Address: l�� ►��bw pL�!-- (Number) (Street) (Suite #) Building/Complex Name: Contact Information: Company: �l/�.�%{t � Company Address: City: State: Zip: Contact Name: QOU�1 � Contact Phone: .__ _ E-Mail Valuations (Labor & Material)) Building: Plumbing: ' Electrical: i Mechanical: ! � Total: � �� G� $ Q _. cv ,d��1 Description / List of Changes: C",,.t�..l�s �,-" �P�v�n �p t.�n�i ; (use additional sheet if necessary� . __ _ . .._. , __ __ i f Date Received: , i f 1 I; i„ ,-- � �\��. � � �� ,, i / !U� :�-j �'.i ''r I�� .._ _��.,��, �,,,, , ., , I-Sep-09 NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES .• �owxoFVa¢ � Town of Vail, Community Development, 75 South Frontage Road, Vail, Colorado 81657 p. 970.479.2139, f. 970.479.2452, inpsections 970.479.2149 ADD/ALT SFR BUILD PERMIT Permit #: B09-0058 Job Address: Location......: Parcel No....: 4868 E MEADOW DR VAIL 210113103004 OWNER DUKE, MEG SHIELDS 4450 S CLARKSON ST ENGLEWOOD CO 80110 APPLICANT NEDBO CONSTRUCTION P.O. BOX 3419 VAIL CO 81658 License: 251-A CONTRACTOR NEDBO CONSTRUCTIO� P.O. BOX 3419 VAIL CO 81658 License: 251-A 04/15/2009 04/15/2009 Phone:970-845-1001 04/15l2009 Phone:970-845-1001 Description: ADDITION OF ATfACHED GARAGE AND MASTER SUITE AND INTERIOR REMODEL. Occupancy: IRC Type Construction:IRC Project #: Valuation: Total Sq Ft Added: Status . . : Applied . . : Issued . .. : Expires . ..: . . I�'�i � : ISSUED 04/15/2009 O6/08/2009 12/05/2009 $536,518.60 1827 ...................«......,..,.,>......,..,,,.,.,,..,...«..,...,..............,... FEE SUMMARY ..,..,.,,....,....»...........,....�.,......,..,,�,...,....,.....,..........,,..... Building Permit Fee------> $3,409.50 Will Cal Fee---------------------> $4.00 Total Calculated Fees-------------> $16,434.10 Plan Check--------------------> $2,216.18 Use Tax Fee---------------------> $10,530.37 Additional Fees-----------------------> $0.00 Add'I Plan Check Hours-> $0.00 Restuarant Plan Review-----> $0.00 TOTAL PERMIT FEES--------------> Investigation-----------------> $0.00 Recreation Fee-----------------> $16,434.10 $274.05 Payments-------------------------------> $16,434.10 Total Calculated Fees--------> $16,434.10 BALANCE DUE------------------------> $0.00 •wYr+�rt##1�1�ir+1r*hti#trf tr/#f1L*+tA4fRAfwf #�kf #rtf flf�f*xx*RYrYrf f f f k�kA4l41(**w/fi#kYrYewYr#�kYe�kt*i(1`#1`4t++Ffrt4hrtf ilrt�Rtr#1`kRRwfYef w4f!*wir*f fwYrhtril'wrt**4#4**!r*#hRhrtYeYe�krtY(fi!>f#f ktir�k+'kY(Y`�,F�.FrtYe#ilfx�f4k � feR W+t+e'kw+F w�1'N DECLARATIONS I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate plot plan, and state that all the information as required is correct. I agree to comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this structure according to the towns zoning and subdivision codes, design review approved, International Building and Residential Codes and other ordinances of the Town applicable thereto. REQUESTS FOR INSPECTION SHA4 BE MADE TWENTY-FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149 OR AT OUR OFFICE FROM 8:00 AM - 4:00 RM. , , f� , �� __ � -��o � f�ignature of O r or C ntractor � Date l� � �t1�},v��J �-e Print Name bld_a It_co nstruction_perm it_041908 •w#wfk��*fxkwwwww�##f*w##fff��!!/w#rt�f�#*f�x�#Yfrt��fxk#wwwwR��ff�*#w*e/�f��#��e+wwww�A�il�www+�iRf#*#wwwwwff�f��*xfwwNwwww�ff#��wx+w�wwwww�af�fxxw�wx��wwwwwwwRaaaafxff�+ww� APPROVALS Permit #: B09-0058 as of 06-08-2009 Status: ISSUED ,....,,....�,,,,,,,,,,,,,,,�....,,.,......,....�,...,..�.,.....,...,,....,.......,.,,................,.,.....................»....................,.................,,................ Item: 05100 BUILDING DEPARTMENT 04/27/2009 cg Action: AP Item: 05400 PLANNING DEPARTMENT 04/23/2009 bgibson Action: AP see conditions Item: 05600 FIRE DEPARTMENT 04/28/2009 mvaughan Action: AP monitored fire alarm system upgrade/install required. Shall be NFPA 72 and VFES compliant. House numbering shall be compiiant. Item: 05500 PUBLIC WORKS 04/22/2009 cdelles Action: AP x .........................>.....,,,....,,.......,,..,.,..,.....,.,.�.........,,,,...,,....,,....,�.......,.,.�..,,......,..,.�.....,,...........................,..,,.,,.............,, See the Conditions section of this Document for any that may apply. bld_alt_construction_perm it_041908 wiwf**�fxR#wW#1fw***fwxw*#fw�*fSlfw�wW#wf*f***xtxx4rtwwww�f**�kwwwwYww*�f/f*f*W*www#ww�****MM**w*w#�w*******#�wf*fAf�*�f*�#tiwkw�i}*�ffffx�Rkww#*#w#w�tk�xx�f�fwfxfWwk�wWwwwwwhtxxtAfx CONDITIONS OF APPROVAL Permit #: 609-0058 as of 06-08-2009 Status: ISSUED ...................ri,,..,.,..........,..,.......,,..,...,,....,,.......,,........,...>.......,,........,................,.�.,,...,,...,,........,.....x,,..,............,....,......... Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. Cond: 16 (BLDG.): (SFR) SMOKE DETECTORS ARE REQUIRED PER SECTION R313 OF THE 2003 IRC. Cond: CON0010644 Crawispaces shall not exceed 5 feet in head height. Cond: CON0010645 All exterior lights shall be full cut-off fixtures. Cond: 18 (BLDG.): STAIRWAYS ARE REQUIRED TO MEET SECTION R311.5 OF THE 2003 IRC OR SECTION 1009 OF THE 2003 IBC. Cond: 19 (BLDG.): GUARDS ARE REQUIRED TO MEET SECTION R312 OF THE 2003 IRC OR SECTION 1012 OF THE 2003 IBC. Cond: 34 (BLDG.): A COPY OF THE SOILS REPORT WILL BE REQUIRED BEFORE A FOOTING INSPECTION WILL BE CALLED FOR. Cond: 39 (BLDG): EMERGENCY ESCAPE AND RESCUE OPENINGS ARE REQUIRED TO MEET SECTION R310 OF THE 2003 IRC OR SECTION 1025 OF THE 2003 IBC. bid_alt_construction_perm it_041908 **************+********************************++*+*******************************�********* TOWN OF VAIL, COLORADO Statement *+**�***+*+****************++*****************+***************+++*******************�******* Statement Number: R090000629 Amount: $14,219.4106/08/200909:55 AM Payment Method: Check Init: SAB Notation: 35826 NEDBO CONSTRUCTION ----------------------------------------------------------------------------- Permit No: B09-0058 Type: ADD/ALT SFR BUILD PERMIT Parcel No: 2101-131-0300-4 Site Address: 4868 E MEADOW DR VAIL Location: Total Fees: $16,434.10 This Payment: $14,219.41 Total ALL Pmts: $16,434.10 Balance: $0.00 ******�************************************************************+************************ ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ BP 00100003111100 BUILDING PERMIT FEES 3,409.50 PF 00100003112300 PLAN CHECK FEES 1.49 RF 11100003112700 RECREATION FEES 274.05 UT 11000003106000 USE TAX 4s 10,530.37 WC 00100003112800 WILL CALL INSPECTION FEE 4.00 ----------------------------------------------------------------------------- BUILDING PERMIT APPLICATION Separate permits are required for electrical, plumbing, mechanical, fireplace, etc. Project Street Address: �I4f 6$ E. M�ADOVy iJR, .1/a;�. (0 , (Number) (Street) Building/Complex Name: Contractor Information: Company: n1E�1�(3� f oN 5'f RvCT�ON (Suite #) Company Address: P b 6c�,x 3415 City: V c, � � State: � U Zip: �S l CS�6 Contact Name: �16L��E ��'E'S L�p Office Use: O a O 1� Project #: �' DRB #: � Building Permit#: �1`�LJ'► ��V Lot #: � Block # �o Subdivision: �� dYY1 Detailed Description of Work: f��-i�o�s a;- g�u��r�� ,� (1N yNSL (�i'�C jL'i(�'fj/ S (ll•��. 0Y�'if1�K �. ��Z GI�1� K.eD�wct Samc 'l`�otxinr.�. I�rnoclt� �'� Contact Phone: �t7C�� 9�7� OZL�1 ��;��e� (use additional sheet if necessary) E-Mail roll�e�hed6o•Co+^� .z S) � Work Class: Town of Vail Contractor Registration No.: � � � � � � p � � � � New Addition X Remodel X Re air Other i�T, ��i:�-�— Work Type ; Contractor Signature (required) j Interior ( ) Exterior ( ) Both (X ) Property Information ; Type of Building: Parcel #: � l b 1_ 13 I- 03- b04 Single-Family (�C) Duplex O Multi-Family O (For parcel #, contact Eagle County Assessors Office at 970-328-8640 or Commercial Other visit www.eaglecouty.us/patie) � � � � Tenant Name: ' Does a Fire Alarm Exist? Yes O No (X ) Owner Name: ��KE MEG ��T�'LDS Monitored Alarm? Yes O No (X) Does a Sprinkler System Exist? Yes O No (x) Valuations (Labor & Material)) #& Type of Existing Fireplaces: Gas Appliances _ �I �I SS 38 , i O Gas Log Wood/Pellet Wood Burning _ Building: $ �, Plumbing: $ 52�529.�/� Electrical: $ 3 $, �{ 5U . 60 Mechanical: $ �� Total: $ S3b,5�fS, 66 $0.00 � � �i°2"1� '� � #& Type of Proposed Fireplaces: Gas Appliances '� Gas Log _ Wood/Pellet Wood Burning _ Date Received: � ��M� _ APR 15 10Q9 TOWN QF VAIL **********************+*+*+****************+++**+******************+*�**r*********�********* TOWN OF VAIL, COLORADO Statement *************+*****+**************+**++**************+*++**********r********�****�********** Statement Number: R090000320 Amount: $2,214.69 04/15/200901:33 PM Payment Method: Check Init: JLE Notation: 35655 NEDBO CONSTRUCTION ----------------------------------------------------------------------------- Permit No: B09-0058 Type: ADD/ALT SFR BUILD PERMIT Parcel No: 2101-131-0300-4 Site Address: 4868 E MEADOW DR VAIL Location: Total Fees: $16,160.05 This Payment: $2,214.69 Total ALL Pmts: $2,214.69 Balance: $13,945.36 ************�*****�*******************+*+*************+***++***************+**+************* ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ PF 00100003112300 PLAN CHECK FEES 2,214.69 ----------------------------------------------------------------------------- A ��i�_� � � � Q m � s� � � � � 3 tD � \ �` ��.\ i• ,� '` �,`, .. O � - . � � _ owi Z n � a �'°... � 3 O c Q O C � � N � � � � � • • • • • • = � O � _ N � � �.�� 0 O N _. (D � � � II � � � N �� m� o � � �. 11 c � � N V j � \ 0 � �. � — • N �, � �. C � � � � � � � O ii � 11 Jll " � � � V � � � c�o � C rn �' N C � � (� � � � � � 0 0 a � � � �� fl. � � � jrn-v o A Sv O � � (�p � f�D � � � � � (p p, (D X � � � �. O 3 O "' � "S � � � � �?c�na � Cp �' � � Q � m rn � c�' � �, � N � Q N � � �G O � Q � <� � 3 � _� n �� o. � � � �� , �, `° � � N (hD (p � � � N � N O 0 (D W �' m � � �� cQ �� -D � � N CD X S11 (D � � CD .p � � (D N f1. O � N � zi. 0 o y � n � � n m w p � � y� � � v� � n N � � 0 0� � n �' " � i � v� � m W c Z � # � � o b � � � N < v C� —I D � � O O "a _ � � � n� � � OD 3 ��/.} N � O \ �.?�� k. �,. � v � � � tC N � � CD O ., : . :i;.t � .�� (D �" �� Q � � rr �� .�• W � . co � rn � N �-' C7 � � � � � � (� � � � � '--� i �� 1 � � ��; � 2� � �' €�a & � �..: � �i� � ��, � �;�, i .� � . �� $oq -�� Vail Fire Department � ° `°'"� Asbestos Testing & Abatement Requirements Asbestos testing and abatement protects workers, homeowners, neighbors and emergency services responders from ex- posure to harmful asbestos. The Town of Vail asbestos abatement program is in addition to the State of Colorado's regu- lations. It is your responsibility to be in compliance with the State. Please contact the State directly for their requirements at the contact info listed below. When is asbestos testina reauired? ANY building projects disturbing more than these threshold levels of building materials require asbestos testing: One- and Two-Family Dwellings: 30 square feet All Others: 160 square feet Asbestos testing results must be provided with your application for a building permit. Tests which identify POSITIVE results at more than 1% require abatement by a State-certified and Vail-registered abate- ment contractor. An asbestos abatement permit must be approved, and the clearance letter must be submitted to the Town of Vail before the building permit will be issued Project Checklist My project falls into the category checked below: � Will not disturb more than the threshold limits identified above. � Tested negative, or at 1% or below (2 copies of test results included) � Tested positive at more than 1%, requires abatement (2 copies of test results included) Tips & Facts: • Even recent construction projects may include asbestos-containing materials, so buildings of a� age require testing. • The "1989 Ban" on asbestos-containing materials is commonly misunderstood. "In fact, in 1991 the U.S. Fifth Circuit Court of Appeals vacated much of the so-called "Asbestos Ban and Phaseout" rule and remanded it to the EPA. Thus, much of the original 1989 EPA ban on the U.S. manufacturing, importation, processing, or distribution in commerce of many asbestos-containing product categories was set aside and did not take effect." - CDPHE Asbestos test results and abatement permit applications should be submitted to: Town of Vail, Community Development, 75 S Frontage Rd, Vail, CO, 81657. Town of Vail Contact: David Rhoades, Fire Inspector Vail Fire Department 75 S Frontage Rd drhoades@vailgov.com 970-477-3454 www.vailqov,com State of Colorado Contact: Colorado Department of Public Health and Environment Asbestos Compliance Assistance Group 303-692-3158 asbestos@state.co. us www,cdphe,state.co. us 7-MegDuke-4868Meadow�rive-vailCOinspectionreport3-30-09 ASBESTOS INSPECTION AND SAMPLING REPORT 4868 Meadow �rive, vail, CO 81657 Presented to: Ms. Meg Duke Homeowner 4868 Meadow �rive vail, CO 81657 Performed by: Mr. steve Shurtliff �s Consulting, znc. P.o. Box 6864 ,4von, CO 81620 Pro�ect: DSC Project #1127 March 30, 2009 � �-� ��5� �C�C�CaMf� APR 15 2009 TOWN �F �'�#i� "��.`�� '� �al� s � �,y��.� � � E PY ,,,�`e k � � :4„y� � ":; �. r� ,� �e � +� , � " t �,��; �� °�.?� .�.,, Page 1 7-Meg�uke-4868Meadow�rive-vailCOinspectionreport3-30-09 0 EXECUTIVE SUMMARY on March 23, 2009, Mr. steve Shurtliff of DS Consulting, Inc. (DSC) performed a limited inspection and asbestos sampling at 4868 Meadow Drive, vail, Colorado, in order to identify potentially hazardous friable and non-friable asbestos containing materials (ACM) within a portion of the above-referenced, single family residence in which renovations are scheduled. Mr. shurtliff performed asbestos bulk sampling of drywall (surfacing material) in a total of nine (9) locations within the living room, kitchen, bedroom entrance, and basement as well as bulk sampling of linoleum (miscellaneous material) in a total of one (1) location within the laundry room of the residence. All ten (10) bulk samples were analyzed by Reservoirs Environmental, rnc. with all ten (10) laboratory results being non-detect for ACM (see Appendix A for laboratory results). a I. Introduction A limited inspection and bulk sampling for ACM was conducted at 4868 Meadow Drive, vail, Colorado, by Mr. shurtliff on March 23, 2009, at the request of Ms. Meg �uke, homeowner. Mr. shurtliff is a Colorado State Certified inspector, and has EPA Accreditation #15413. The purpose of the inspection was to identify, sample and assess potentially hazardous friable and non-friable AcM within the living room, kitchen, bedroom entrance, basement, and laundry room of the residence. II. structural Design Page 2 7-MegDuke-4868Meadow�rive-vailCOinspectionreport3-30-09 The structure is a single-level, single-family residence with a finished basement. III. sampling and Analytical Procedures The inspection and assessment were conducted by an EPA and AHERA accredited zns ector and�ified by experience, education and training in the recognition of potential ACM approved bulk-sampling techniques. The asbestos bulk sampling was conducted on suspect AcM with a limited number of bulk samples being collected in the residence. The inspection and assessment were performed in accordance with Environmental Protection Agency/AHERA recommended procedures. These procedures call for the visual inspection of the area of concern and collection and analysis of representative bulk samples of suspect material. Some minor destructive sampling was conducted. walls, columns and perimeter pipe chases were not broken into in order to locate and quantify suspect AcM. zt should be noted that additional ACM might be located in other inaccessible areas. Random bulk samples, representative of the suspect asbestos-containing building materials (ACBM) of each homogeneous area (HA), were collected according to the guidelines published as Environmental Protection Agency (EPA) Final Rule: Title II of the Toxic Substances Control Act (TSCA), 15 USC, Sections 2641 through 2654 and in compliance with 40 CFR, Part 763. Representative sampling is based on the following criteria: 1. The distribution of the suspect material throughout the HA. 2. The suspect material's physical characteristics and application. 3. Random sampling patterns determined for each HA. suspect materials sampled and analyzed should be considered to be representative of materials in each HA if: l. They exhibit similar physical characteristics; and 2. The application of the sampled material can be correlated to the application of unsampled material. � Bulk samples collected were analyzed utilizing the EPA's Method for the �etermination of Asbestos in Bulk Building Materials (EPA 600/R/116, �uly, 1993) and the McCrone Page 3 7-Meg�uke-4868Meadoworive-vailCOinspectionreport3-30-09 Research znstitute's The Asbestos Particle Atlas as methods references. Analysis of the bulk samples was performed on the "date reported," as listed in the bulksample analysis report. IV. Notes on Report Format Suspect materials alike in appearance and application were sampled as HAS. suspect materials were divided into three classifications: 1. Surfacing material: sprayed or troweled onto structural building member. 2. Thermal systems insulation: any type of pipe, boiler, tank, or duct insulation. 3. Miscellaneous: other suspect materials, including flooring, ceiling tiles, insulation, and finishing materials. Condition assessments were performed by the accredited inspector at the time of inspection. Condition assessments are listed in the following section. Ratings of "good," "dama�ed," and "significantly damaged" are meant to indicate the overall condition of the material. A material in "good" condition has no visible damage or deterioration, or showing only very limited damage or deterioration. ,4 material in "damaged" condition has the following characteristics: • The surface is crumbling, blistered, water-stained, gouged, marred or otherwise abraded over less than one-tenth of the surface if the damage is evenly distributed (one-quarter if the damage is localized). Accumulation of powder, dust or debris similar in appearance to the suspect material on surfaces beneath the material can be used as confirmatory evidence. ,4 material in "significantly damaged" condition has one or more of the following characteristics: • The surface is crumbling or blistered over at least one-tenth of the surface if the damage is evenly distributed (one-quarter if the damage is localized). Page 4 7-Meg�uke-4868MeadowDrive-vailCOinspectionreport3-30-09 • one-tenth (one-quarter, if localized) of the material is hanging from the surface, deteriorated, or showing adhesive failure. • water stains, gouges, or mars are over at least one-tenth of the surface if the damage is evenly distributed (one-quarter if the damage is localized). Accumulation of powder, dust or debris similar in appearance to the suspect material on surfaces beneath the material can be used as confirmatory evidence. 0 Response-action recommendations for asbestos containing HAs are also listed in the following section. Recommendations may be for more than one HA, if materials are alike. Recommendations are either "general" or "immediate." An immediate recommendation indicates an imminent hazard exists and should be addressed as soon as possible. v. Inspector Comments No ACM was identified during the bulk sampling conducted at 4868 Meadow Drive, vail, Colorado. A total of ten (10) bulk samples were collected from drywall within the living room, kitchen, bedroom entrance, basement, and laundry room of the above-referenced residence. All ten (10) bulk samples tested non-detect for asbestos (see Appendix A for laboratory results of bulk samples and see Appendix B for sample locations). VI. Asbestos-Containing Homogeneous Area Descriptions and Sample Locations Page 5 7-Meg�uke-4868Meadow�rive-vailCOinspectionreport3-30-09 The following section contains sampled HA descriptions and sample locations (see Appendix B for locations where bulk samples were collected). Percent-asbestos content for each sample indicated can vary depending on sample locations, homogeneity of the materials, and type of application. The following samples were collected from the single family residence at 4868 Meadow Drive, vail, Colorado, on March 23, 2009: Homogeneous Area #01 Homogeneous Area #O1 Material Description: White tape; Tan/white drywall; white texture w/white paint; white joint compound Material Descri ption: White tape; Tan fibrous material; white texture w/white paint; white joint compound Material Classification: surfacing Material Material Classification: Surfacing Material Material �ocation: Kitchen Ceiling Material �ocation: Kitchen wall Material condition: Good Material Condition: Good Material Quantity: +/- 500ft2 Material Quantity: +/- 500ft2 Sample #: �w01-01 Sample #: Dw01-02 Composition: Non-detect; Non-detect; Nondetect; Non-detect Composition: Non-detect; Non-detect; Nondetect; Non-detect Immediate Recommendation: NONE Immediate Recommendation: NONE � Homogeneous Area #O1 Page 6 7-MegDuke-4868Meadow�rive-vailCOinspectionreport3-30-09 Homogeneous Area #02 Material Description: white texture w/white paint; Tan/white drywall Material Descri ption: white fibrous woven material; Tan/white drywall; white granular plaster Material Classification: Surfacing Material Material Classification: Surfacing Material Material Location: Bedroom Entrance Ceiling Material �ocation: �iving Room Ceiling Material Condition: Good Material condition: Good Material Quantity: +/- 500ft2 Material Quantity: +/- 600ft2 Sample #: ow01-03 Sample #: Dw02-Ol Composition: Non-detect; Non-detect composition: Non-detect; Non-detect; Nondetect Immediate Recommendation: NONE Immediate Recommendation: NONE Homogeneous Area #02 Homogeneous Area #02 Material Descri ption: white fibrous woven material; Tan/white drywall; white granular plaster Material Descri ption: white fibrous woven material; Tan/white drywall; white granular plaster Material classification: Surfacing Material Material classification: surfacing Material Material Location: �iving Room Ceiling Page 7 7-Meg�uke-4868MeadowDrive-vailCOinspectionreport3-30-09 Material �ocation: �iving Room Ceiling Material Condition: Good Material Condition: Good Material Quantity: +/- 600ft2 Material Quantity: +/- 600ft2 Sample #: �w02-02 Sample #: �w02-03 Composition: Non-detect; Non-detect; Nondetect Composition: Non-detect; Non-detect; Nondetect Immediate Recommendation: NONE Immediate Recommendation: NONE W Homogeneous Area #03 Homogeneous Area #03 Material Description: white texture w/pink paint; white granular plaster Material Description: white tape; white texture w/white paint; White joint compound Material Classification: surfacing Material Material Classification: surfacing Material Material Location: Basement Ceiling Material Location: Basement Ceiling Material Condition: Good Material Condition: Good Material Quantity: +/- 300ft2 Material Quantity: +/- 300ft2 sample #: �w03-01 Sample #: �w03-02 Composition: Non-detect; Non-detect Page 8 7-Meg�uke-4868Meadoworive-vailCOinspectionreport3-30-09 Composition: Non-detect; Non-detect; Nondetect Immediate Recommendation: NONE Immediate Recommendation: NONE Homogeneous Area #03 Homogeneous Area #04 Material Description: White texture w/white paint; white texture w/pink paint Material �escription: Tan/brown sheet vinyl w/clear mastic Material Classification: surfacing Material Material Classification: Miscellaneous Material Material Location: Basement Ceiling Material Location: Laundry Room Floor Material Condition: Good Material Condition: Good Material Quantity: +/- 300ft2 Material Quantity: +/- 75ft2 Sample #: Dw03-03 Sample #: MISCOI-01 Composition: Non-detect; Non-detect Composition: Non-detect Immediate Recommendation: NONE Immediate Recommendation: NONE N VII. Recommendations Page 9 7-MegDUke-4868MeadowDrive-vailCOinspectionreport3-30-09 General: The laboratory results of the potential ACM sampled at 4868 Meadow �rive, vail, Colorado, indicated that all ten (10) bulk samples were reported as non-detect for asbestos. Therefore, no abatement activities are recommended at this time. �SC recommends that when ACM is removed/abated, that only a Colorado-licensed asbestos abatement contractor using personnel trained in the handling of ACM be allowed to conduct such activities using appropriate methods (HEPA-filtered vacuuming, wet cleaning methods, respiratory protection, enclosures, air monitoring, etc.). N APPENDIX A BULK SAMPLE ANALYSIS N APPENDIX B SAMPLE LOCATIONS N APPENDIX C CERTIFICATE IT protective clothing, personnel decontamination, negative-air Page 10 �� va�� .. �, ��.�.�. � �. PY �/' - � ��G�1� � D APR 15 �QQ� Subsurface Exploration Program Geotechnical Recommendations Proposed Single-Family Residence Additions 4868 Meadow Drive Vail, Colorado .� . -- :�_ . :. .. _ — _. _ - :� ,,. .. _ ._ : , _ . d�-'_ _ <-._ " -1 - . �� -., .r � ' : k ,.K_- ,�} �,"v"`. ^>.,._ I..._..-..� � � �� . . .. ....__ _. _... . . . . . . . ' . �� - � . . .... Prepared for: Patrick Cashen Architect 4155 East Jewel Avenue, Suite 1106 Denver, Colorado 80222 Attn: Mr. Patrick Cashen Job Number 08-2074 November 24, 2008 � i�l� � 1 ENGINEERING CONSULTFINTS,INC. 41 Inverness Drive East, Englewood, CO 80112-5412 Phone (303) 289-1989 Fax (303) 289-1686 www.groundeng.com Office Locations: Englewood • Commerce City • Loveland • Granby • Gypsum Table of Contents Page Purpose and Scope of Study ...................................................................................... 1 ProposedConstruction ................................................................................................. 1 SiteConditions ............................................................................................................ 2 Subsurface Exploration ............................................................................................... 2 LaboratoryTesting ....................................................................................................... 3 SubsurfaceConditions .................................................................................................... 3 DifferentialSettlement ..................................................................................................... 4 BuildingFoundations ...................................................................................................... 5 FloorSystems ................................................................................................................. 8 FoundationWalls .......................................................................................................... 12 WaterSoluble Sulfates ................................................................................................. 13 RadonPotentiai ............................................................................................................ 13 SiteGrading .................................................................................................................. 14 Excavation Considerations ........................................................................................... 16 Subsurface Moisture Infiltration and Drainage .............................................................. 17 SurfaceDrainage ......................................................................................................... 19 Closure.......................................................................................................................21 Locationof Test Holes ..................................................................................... Figure 1 Logsof Test Holes ........................................................................................... Figure 2 Legendand Notes ........................................................................................... Figure 3 Bearing Capacity Chart ........................................................................................ Figure 4 Typical Underdrain Details ........................................................................Figures 5 and 6 Summary of Laboratory Test Results ................................................................ Table 1 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado PURPOSE AND SCOPE OF STUDY This report presents the results of a subsurface exploration program performed by Ground Engineering Consultants, Inc., (GROUND) in order to develop geotechnical recommendations for the proposed single-family residence additions to be constructed at 4868 Meadow Drive, in Vail, Colorado. Our work was performed in general accordance with GROUND's proposal number 0810-2288 dated October 21, 2008. Any prospective buyer or future ownership must be made aware of and must agree to the terms, conditions, and liability limitations outlined in the proposal. A subsurface exploration program was conducted to obtain information on subsurface conditions. Material samples obtained during the subsurface exploration were tested in the laboratory to provide data on the classification and engineering characteristics of the on-site soils. The results of the subsurface exploration and laboratory testing are presented herein. This report has been prepared to summarize the data obtained and to present our conclusions and recommendations based on the proposed construction and the subsurface conditions encountered. Design parameters and a discussion of engineering considerations related to construction of the proposed residence are included herein. PROPOSED CONSTRUCTION We understand that the proposed additions to the existing single-family residence will consist of an approximately 500 square foot building addition on the southwest side of the residence and an approximately 750 square foot garage addition on the southeast side of the residence. The building addition will have a structural floor constructed over a crawl space and the garage will be constructed with a slab-on-grade floor system. Structure loads are anticipated to be relatively light, typical of residential construction. The existing building is reported to be approximately 50-years old, and is founded on shallow foundation system consisting of spread footings. The existing residence is also reportedly constructed over a full basement level. We understand that the reported structural performance of the residence has been satisfactory over the years with no significant distress. We anticipate that site grading to achieve finished grades will be minimal (i.e. less than 3 feet). Job No. OS-2074 GROUND Engineering Consultants, Inc. Page 1 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado If the proposed construction, loadings, and/or the anticipated site grading are different than as described above, GROUND should be contacted to re-evaluate the recommendations in this report. SITE CONDITIONS The existing residence occupied the site at the time of GROUND's fieldwork. The remainder of the site was covered generally with landscaped grasses and trees. The project site was bordered by Meadow Lane to the southwest, Meadow Drive to the northeast, and existing residences to the northwest and southeast. Based solely on visual observations performed at the time of our field visit, the site was, in general, descending towards the northeast at gradients of approximately 3 to 6 percent. The maximum elevation difference between the test holes was approximately less than 2 feet. The maximum elevation difference across the site was approximately 8 feet. Also, based solely on visual observations performed around the exterior of the residence at the time of our field visit, there did not appear to be any significant distress related to post-construction movement of foundations. SUBSURFACE EXPLORATION The subsurface exploration for the project was conducted in October, 2008. Two test holes were drilled in the vicinity of the approximate additions with a truck-mounted, continuous flight, power auger rig to evaluate subsurface conditions, as well as to retrieve samples for laboratory testing and analysis. A GROUND engineer directed the subsurface exploration, logged the test holes in the field and prepared the samples for transport to our laboratory. Relatively undisturbed samples of the subsurface materials were taken with a 2-inch I.D. "California" -type liner sampler. The sampler was driven into the substrata with blows from a 140-pound hammer falling 30 inches. This procedure is similar to the Standard Penetration Test described by ASTM Method D1586. Penetration resistance values (blows per distance driven, typically 12 inches), when properly evaluated, indicate the relative density or consistency of soils and bedrock. Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 2 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado The approximate locations of the test holes are shown in Figure 1. Logs of the exploratory test holes are presented in Figure 2. Explanatory notes and a legend are provided in Figure 3. LABORATORY TESTING Samples retrieved from our test holes were examined and visually classified in the laboratory by the project engineer. Laboratory testing of soil samples obtained from the subject site included standard property tests, such as native moisture contents and dry densities, grain size analysis, and liquid and plastic limits. Water-soluble sulfate content tests were performed on selected samples as well. Laboratory tests were performed in general accordance with applicable ASTM protocols. Data from the laboratory-testing program are summarized on Table 1. SUBSURFACE CONDITIONS The subsurface conditions encountered in the test holes generally consisted of a thin veneer of grass and topsoil, approximately 4 to 5 inches in thickness, underlain by native silty to clayey sands that extended to depths of approximately 3'h to 4 feet below existing grades. These materials were underlain by gravels, cobbles and boulders that extended to the test hole termination depths of approximately 4 to 7 feet below the existing grades, where practical drill rig refusal was encountered. As mentioned above, boulders and cobbles were encountered during the subsurface exploration below the existing grades. Therefore, the Contractor should be prepared to handle these types of materials including large boulder excavation, handling, removing, increased wear and tear, etc. Although, man-made fill was not encountered during subsurface exploration, it is likely present on this project site, mainly related to the existing residence construction. The exact extents, limits, and composition of the man-made fill were not determined as part of the scope of work addressed by this study, and should be expected to exist at varying depths and locations across the site. Silts and Sands typically classified as silty sands with clay and scattered gravels. These materials were fine to coarse grained with gravels, low to moderately plastic, loose to medium dense, moist to wet, and dark brown in color. Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 3 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado Gravels, Cobb/es, and Bou/ders were interbedded and contained varying amounts of silts, sands and clays. They were non-to low plastic, moist to wet, and gray in color. Groundwater was not encountered at the time of the subsurface exploration within the depths explored. Groundwater levels can fluctuate, however, in response to annual and longer-term cycles of precipitation, irrigation, snowmelt, surface drainage and land use, and the development and drainage of transient, perched water conditions. It has been our experience that surface and groundwater levels fluctuate greatly in mountainous areas, primarily due to seasonal conditions such as spring runoff. These conditions are often highly variable and difficult to predict. Although these conditions generally exist for 1 to 3 months annually, their impact on design can be significant. It is common during construction to encounter dry conditions in the Fall and wet conditions in the Spring with relative groundwater fluctuations of 5 feet or more. This is particularly critical for foundation and deep utility excavations, cut slopes, culvert sizing, and for development adjacent to intermittently dry streams or rivers. Furthermore, if development has not established positive surface drainage, particularly prior to temporary winter shutdown procedures, other components of partial and complete development are compromised. GROUND recommends that the Contractor and the Project Team consider these complex conditions prior to commencing construction. DIFFERENTIAL SETTLEMENT Design with respect to the connection between the existing residence and the new additions should account for the potential of differential movement between these structures. We would anticipate similar structure performance of the proposed additions, compared to that of the existing building, provided that the recommendations as provided in this report are followed. Differential, post-construction movements between the additions and the existing structure likely will take place, however. If the recommendations herein are followed, we anticipate foundation and slab movements relating to differential movements over a length of 100 feet to be approximately 1-inch or less. The Owner should be aware that dry wall, wall finishes, flooring products, etc., spanning the joint between the additions and the existing residence may be damaged by this differential movement. Job No. OS-2074 GROUND Engineering Consultants, Inc. Page 4 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado BUILDING FOUNDATIONS Based on the data obtained during the subsurface exploration, results of the laboratory testing, the nature of the proposed structure and the anticipated foundation elevations, the proposed structure may be supported on a shallow foundation system. The design and construction criteria presented below should be observed for a spread footing foundation system. The construction details should be considered when preparing project documents. The precautions and recommendations provided below will not prevent movement of the footings if the underlying materials are subjected to alternate wetting and drying cycles. However, the recommended measures will tend to make the movement more uniform, and reduce resultant damage if such movement occurs. 1) We understand that the existing residence has a below grade basement level. Construction of new shallow foundations near a previously constructed below grade level can result in differential settlement between the foundations that are bearing on undisturbed native soils and the foundations that are bearing on the basement level backfill zone. Although, the extent of the backfill zone is not known at his time, this zone is generally located within approximately 5 feet laterally away from the below grade level foundation walls. (Please note that the Test Holes could not be drilled within 5 feet of the residence due to site access restrictions and the extent of the fill is not known at this time.) Therefore, in an effort to reduce the potential for differential movement between the foundations, GROUND recommends that as a minimum, footings should bear on at least 2 feet of properly moisture-conditioned and compacted fill soils. The existing soils should be excavated from beneath the building addition foundation footprints to a depth of 2 feet or more below the lowest foundation element, thoroughly mixed, moisture conditioned and replaced as properly compacted fill. Excavation and replacement to the full, recommended depth should extend at least 3 feet beyond the foundation perimeter, where feasible. We understand due to the proximity of the additions to the existing structure, it will not be possible to extend the fill prism beyond the foundation limits near the residence. In that regard, the Contractor should also take e�reme care not to undermine the existing structure foundations or disturb the soils that the existing structure foundations are bearing Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 5 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado on. Recommendations for fill placement and compaction are provided in the Site Grading section of this report. The Contractor should take care to construct a fill layer of uniform composition to reduce differential post-construction foundation and related building and floor slab movements. 2) Footings bearing on undisturbed, at least 2 feet of properly compacted, uniform thickness, fill layer may be designed for an allowable soil bearing pressure (Q) of 2,000 psf under drained conditions. This value may be increased by '/3 for transient loads such as wind or seismic loading. Based on this allowable bearing capacity, we anticipate post-construction vertical movements of approximately 1 inch or less. For other estimated settlements, allowable bearing pressure values can be obtained from Figure 4 3) The recommended allowable bearing pressure was based on an assumption of drained conditions. If foundation materials become wet, the effective bearing capacity will be reduced and larger post-construction movements than those estimated above may result. 4) In areas where footing excavations expose uneven surfaces due to the presence of cobbles and boulders, it may be necessary to place a layer of lean concrete or gravel as a leveling course prior to steel and concrete placement. 5) In areas where footing excavations expose very moist to wet soils, it may also be necessary to place a layer of lean concrete or gravel in the bottom of foundation excavations prior to steel and concrete placement. This layer will reduce disturbance of the natural soils caused by construction operations. Disturbing the native soils will increase potential settlements. If stable subgrade conditions cannot be achieved by placing a layer of lean concrete or gravel, then placement of geotextile reinforcement and additional imported granular fill placement may be necessary to achieve a stable platform for foundation construction. Detailed recommendations regarding stabilization of soft and wet subgrades can be provided upon request based on actual conditions encountered. Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 6 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado 6) The Contractor should take extreme care not to allow water to pond within the foundation excavations. If water is allowed to pond within the foundation excavations, significant re-working, placement of geotextile reinforcement and imported granular fill may also be necessary to achieve a stable platform for footing placement. 7) Spread footings should have a minimum footing dimension of 14 inches. Actual footing dimensions, however, should be determined by the Structural Engineer, based on the design loads. 8) Footings should be provided with adequate soil cover above their bearing elevation for frost protection. Footings should be placed at a bearing elevation of 4 or more feet below the lowest adjacent exterior finish grades. 9) Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 10 feet. 10) In order to reduce differential settlements between footings or along continuous footings, footing loads should be as uniform as possible. Differentially loaded footings will settle differentially. 11) The lateral resistance of spread footings will be developed by sliding resistance of the footing bottoms on the foundation materials and by passive soil pressure against the sides of the footings. Sliding friction at the bottom of the footings may be taken as 0.34 times the vertical dead load. Passive pressure may be computed on the basis of an equivalent fluid unit weight of 340 pcf, up to a maximum of 3,400 psf. The upper foot of embedment should not be relied upon for passive resistance, however. 12) Compacted fill placed against the sides of the footings should be compacted in accordance with the recommendations in the Site Grading section of this report. 13) Care should be taken when excavating the foundation to avoid disturbing the supporting materials. Hand excavation or careful backhoe soil removal may be required in excavating the last few inches. Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 7 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado 14) Foundation soils may be disturbed or deform excessively under the wheel loads of heavy construction vehicles as the excavations approach footing levels. Construction equipment should be as light as possible to limit development of this condition. The use of track-mounted vehicles is recommended since they exert lower contact pressures. The movement of vehicles over proposed foundation areas should be restricted. 15) All footing areas should be compacted with a vibratory plate compactor prior to placement of concrete. A Geotechnical Engineer should be retained to observe all footing excavations prior to placement of concrete. FLOOR SYSTEMS We understand from the Client that the type of floor system planned for the proposed building addition will be structural floors constructed over a crawl space. We also understand that a slab-on-grade floor system is planned for the garage addition. Therefore, we are providing construction considerations for both Structural Floor Systems and Slab-on-Grade Floor Systems. 1) Structural Floors Constructed Over a Crawl Space: Structural floors should be constructed to span above a well-ventilated crawl space. The crawl space should be adequate to allow access and maintenance to utility piping. Piping connections through the floor should allow for differential movement between the piping and the floor system. If a wooden structural floor system is used, particular care should be taken to design and maintain the under-floor ventilation systems in order to reduce potential deterioration of the wooden structural members. A minimum 10-mil un- reinforced polyethylene vapor retarder (sheet material) should be considered for installation below all structurally supported below-grade floors and should be properly attached/sealed to foundation walls. The sheet material should not be attached to horizontal surfaces such that condensate might drain to wood or corrodible metal surfaces. New buildings generally lack ventilation due primarily to systematic efforts to construct airtight, energy-efficient structures. Therefore, areas such as crawl spaces beneath Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 8 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado structural floors are typically areas of elevated humidity which never completely dry. This condition can be aggravated in some locations by shallow groundwater or a perched groundwater condition, which can result in, saturated soils within close proximity of finished building pad grades. Persistently warm, humid conditions in the presence of cellulose, which is the base material found in many typical construction products, creates an ideal environment for the growth of fungi, molds, and mildew. Published data suggest links between molds and negative health affects. Therefore, GROUND recommends that crawl spaces beneath structural floors be provided with adequate, positive active ventilation systems or other active mechanisms such as specially designed HVAC systems (as well as properly constructed and maintained underdrains) to reduce the potential for mold, fungus and mildew growth. Crawl spaces should be inspected periodically so that remedial measures can be taken in a timely manner, should mold, fungus or mildew be present and require removal. The Owner must be willing to accept the risks of potential mold, fungus, and mildew growth when electing to utilize a structural floor system. Additionally, the Contractor is solely responsible for the construction means and methods, and any observation or testing performed by a representative of the Geotechnical Engineer during construction does not relieve the Contractor of that responsibility. Mold Growth Areas/Conditions for Growth for Structural Floors 1) Water damaged building materials or high moisture/humidity areas where cellulose-containing materials are used: i. Wallboard/Sheetrock ii. MDF/OSB/Plywood iii. Fibrous Ceiling Tiles iv. Paper-backed Insulation v. Jute-backed Carpet vi. Hardwood Flooring 2) Condensation inside buildings from pipes, baths, heaters, and dryer vents Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 9 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado 3) Relative humidity greater than 55% 4) Temperatures of 36 to 104 °F. 5) "Wet" areas that do not dry out after 24 hours. Mold does not require a light source in order to grow and can grow inside walls, behind tubs/showers, under carpet and flooring undetected. 2) Slab-on-Grade Floors: Slab-on-grade construction should be used only if the Owner understands and accepts the risk of post-construction slab movements. Post-construction slab movements are directly related to changes in moisture contents of the underlying soils after construction is completed. If slab-on-grade construction is used in accordance with the following criteria, potential for slab movement will not be eliminated, but will tend to reduce the magnitude of the movements, make them more uniform, and reduce resultant damage where movement does occur. We anticipate post-construction vertical movements of approximately 1 inch or less if slab-on-grade construction is utilized with proper surface and subsurface drainage. If floor slab subgrade materials become wet larger post-construction movements than those estimated above may result. 1) The area on which the slab-on-grade floor will be cast should be excavated and/or scarified to a depth of at least 2 feet. The excavated and/or scarified soils should be re-compacted as properly moisture-conditioned and compacted fill as outlined in the Site Grading section of this report. 2) A Geotechnical Engineer should be retained to observe the prepared surface on which the floor slab will be cast prior to placement of reinforcement. Loose, soft or otherwise unsuitable materials should be excavated and replaced with properly compacted fill, placed in accordance with the recommendations in the Site Grading section of this report. 3) The slab should be separated from all bearing walls and columns with slip joints, which allow unrestrained vertical movement. Joints should be observed Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 10 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado periodically, particularly during the first several years after construction. Slab movement can cause previously free-slipping joints to bind. Measures should be taken to assure that slab isolation is maintained in order to reduce the likelihood of damage to walls and other interior improvements, including door frames, plumbing fixtures, etc. 4) Concrete slabs-on-grade should be placed on properly prepared subgrade. They should also be constructed and cured according to applicable standards and be provided with properly designed and constructed control joints. The design and construction of such joints should account for cracking as a result of shrinkage, tension, and loading; curling; as well as proposed slab use. Joint layout based on the slab design may require more frequent, additional, or deeper joints, and should also be based on the ultimate use and configuration of the slabs. Areas where slabs consist of interior corners or curves (at column blockouts or around corners) or where slabs have high length to width ratios, high degree of slopes, thickness transitions, high traffic loads, or other unique features should be carefully considered. The improper placement or construction of control joints will increase the potential for slab cracking. ACI, AASHTO, and other industry groups provide many guidelines for proper design and construction of concrete slabs on grade and the associated jointing. 5) A floor slab should be adequately reinforced. Recommendations based on structural considerations for slab thickness, jointing, and steel reinforcement in floor slabs should be developed by the Structural Engineer. 6) All plumbing lines should be carefully tested before operation. Where plumbing lines enter through the floor, a positive bond break should be provided. Flexible connections allowing 2 or more inches of vertical movement should be provided for slab-bearing mechanical equipment. 7) Moisture can be introduced into a slab subgrade during construction and additional moisture will be released from the slab concrete as it cures. GROUND recommends placement of a properly compacted layer of free-draining gravel, 4 or more inches in thickness, beneath the slabs. This layer will help distribute floor slab loadings, ease construction, reduce capillary moisture rise, and aid in drainage. The free-draining gravel should contain less than 5 percent material Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 11 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado passing the No. 200 Sieve, more than 50 percent retained on the No. 4 Sieve, and a maximum particle size of 2 inches. The capillary break and the drainage space provided by the gravel layer also may reduce the potential for excessive water vapor fluxes from the slab after construction as mix water is released from the concrete. A vapor barrier beneath a building floor slab can be beneficial with regard to reducing exterior moisture moving into the building, but can retard downward drainage of construction moisture. Uneven moisture release can result in slab curling. Elevated vapor fluxes can be detrimental to the adhesion and performance of many floor coverings and may exceed various flooring manufacturers' usage criteria. Therefore, in light of the several, potentially conflicting effects of the use vapor- barriers, the Owner and the Architect and/or Flooring Contractor should weigh the performance of the slab and appropriate flooring products in light of the intended building use, etc., during the floor system design process and the selection of flooring materials. Use of a plastic vapor-barrier membrane may be appropriate for some buildings or building areas and not for others. FOUNDATION WALLS Foundation walls which are laterally supported and can be expected to undergo only a limited amount of deflection, i.e., an "at-rest" condition, should be designed to resist lateral earth pressures computed using an equivalent fluid unit weight of 69 pcf where on-site materials are used as backfill. The "at resY' loads recommended above are for well-drained conditions with a horizontal upper backfill surFace. The additional loading of an upward sloping backfill, hydrostatic loads if sufficient drainage is not provided, as well as loads from traffic, stockpiled materials, etc., should be included in foundation wall design. Backfill soils should be thoroughly mixed to achieve a uniform moisture content, placed in uniform lifts not exceeding 8 inches in loose thickness, and properly compacted in accordance with the recommendations provided in the Site Grading section of this report. The Contractor should take care not to over-compact the backfills, which could result in excessive lateral pressures on the walls. Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 12 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado The Geotechnical Engineer should be retained to observe the exposed excavation prior to placement of backfill, observe earthwork operations, and test the soils. Some settlement of wall backfills will occur even where the material was placed correctly. This settlement likely will be differential, increasing with depth of fill. Where shallowly founded structures must be placed on backfilled zones, structural design, pipe connections, etc., should take into account backfill settlement, including differential movement and the associated risks are understood by the Owner. The Geotechnical Engineer should be retained to provide recommendations for founding improvements in such areas. WATER-SOLUBLE SULFATES The concentration of water-soluble sulfates measured in a selected sample retrieved from the test holes was approximately 0.01 percent by weight (see Table 1). Such concentrations of water-soluble sulfates represent a negligible degree of sulfate attack on concrete exposed to these materials. Degrees of attack are based on the scale of 'negligible,' 'moderate,' 'severe' and 'very severe' as described in the "Design and Control of Concrete Mixtures," published by the Portland Cement Association. Based on these data GROUND, makes no recommendation for use of a special, sulfate- resistant cement in project concrete. RADON POTENTIAL Radon is a naturally occurring, colorless, odorless, radioactive gas that can cause lung cancer, according to the U.S. Environmental Protection Agency (EPA). The occurrence of radon is difficult to predict, and structures with all types of foundations can be affected by radon build up. Radon allowed to concentrate in an enclosed structure represents a potential hazard. however. It is not a hazard that can be mitigated by geotechnical measures, Testing for the possible presence of radon gas prior to project development does not yield useful results regarding the potential accumulation of radon in completed structures. Radon accumulations most typically are found in basements, crawl spaces or other enclosed portions of buildings built in areas underlain at relatively shallow depths by granitic crystalline and gneissic bedrock. The likelihood of encountering radon Job No. OS-2074 GROUND Engineering Consultants, Inc. Page 13 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado in concentrations exceeding applicable health standards on the subject site, underlain by relatively deep soils and sedimentary bedrock, is significantly lower, but cannot be excluded. Additional information regarding radon and radon-resistant building design can be obtained from the EPA (e.g., www.epa.c�ov/radon) as well as from many local building and/or health departments. GROUND recommends that radon testing be performed in the proposed additions, after construction is completed. However, we understand that incorporating sufficient ventilation and other measures into a structure to address radon accumulation during construction is significantly less costly than installing them after construction has been completed. We recommend that the Architect consider radon mitigative measures for the proposed additions and incorporate appropriate systems into the design. SITE GRADING Based solely on visual observations, we anticipate material cuts and/or fills of approximately 3 feet or less will be necessary to achieve final grades and construct the building addition. Deeper temporary excavations will be needed to construct foundations, utilities, etc. Prior to earthwork construction, vegetation, topsoil and other deleterious materials should be removed. Topsoil should not be incorporated into fill placed on the site. Instead, topsoil should be stockpiled during initial grading operations for placement in areas to be landscaped or for other approved uses. Site grading should be planned carefully to provide positive surface drainage away from the buildings, and all pavements, utility alignments, and flatwork. Surface diversion features should be provided around paved areas to prevent surface runoff from flowing across the paved surfaces. The existing soils, free of organic materials, large cobbles, and other deleterious materials are, in general, suitable for placement as compacted fill. Cobbles and rock fragments larger than 6 inches in maximum dimension will require special handling and/or placement to be incorporated into project fills. In general, such materials should be placed as deeply as possible in the proposed fills. The geotechnical engineer should be consulted regarding appropriate recommendations for usage of such materials on a case-by-case basis when such materials have been identified during earthworks. Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 14 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado Standard recommendations that likely will be generally applicable can be found in Section 203 of the CDOT Standard Specifications for Road and Bridge Construction (2005). Care should be taken with regard to achieving and maintaining proper moisture contents during placement and compaction. We anticipate that on-site soils may exhibit significant pumping, rutting, and deflection at moisture contents near optimum and above. The Contractor should be prepared to handle soils of this type, including the use of chemical stabilization, if necessary. If it is necessary to import material to the site as fill, the imported soils should be free of topsoil, organic material, claystone and other deleterious materials. Imported material should have less than 35 percent passing the No. 200 Sieve and should have a plasticity index of 10 or less. Any imported material proposed for fill, should be approved by the Geotechnical Engineer prior to import. Soils that classify as GP, GW, GM, GC, SP, SW, SM or SC in accordance with the USCS classification system should be compacted to 95 or more percent of the maximum modified Proctor dry density at moisture contents within 2 percent of optimum moisture content as determined by ASTM D1557. Soils that classify as CL, CH, ML or MH should be compacted to 95 percent of the maximum standard Proctor density at moisture contents from 1 percent below to 3 percent above the optimum as determined by ASTM D698. If surfaces to receive fill expose loose, wet, soft or otherwise deleterious material, additional material should be excavated or other measures taken, to establish a firm platform for filling. Fill materials should be thoroughly mixed to achieve a uniform moisture content, placed in uniform lifts not exceeding 8 inches in loose thickness, and properly compacted as mentioned in the previous paragraph. No fill materials should be placed, worked, rolled while they are frozen, thawing, or during poor/inclement weather conditions. A Geotechnical Engineer should be retained to observe the exposed excavation surface prior to placement of fill, and observe earthwork operations and test the soils. Permanent site slopes supported by on-site soils up to 5 feet in height should be constructed no steeper than 3:1 (horizontal : vertical). Minor raveling or surficial Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 15 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado sloughing should be anticipated on slopes cut at this angle until vegetation is well re- established. Surface drainage should be designed to direct water away from slope faces. EXCAVATION CONSIDERATIONS The test holes for the subsurface exploration were advanced to the depths indicated on the test hole logs by means of a truck-mounted, continuous flight, power auger rig. We anticipate some excavation difficulties for the proposed construction in these materials with conventional, heavy-duty excavating equipment in good working condition. These difficulties will largely be related to the presence of cobbles and boulders. Therefore, the Contractor should be prepared to handle these types of materials including boulder removal, separation from backfill materials, excavation, handling, removal, increased wear and tear, etc. Again, these materials should be expected to potentially be encountered by the Contractor and should not be considered as an "unforeseen condition" at the time of construction. Groundwater was not encountered during the subsurface exploration to depths of approximately 4 to 7 feet below existing grades. Based on the likely depths of earthworking and construction, groundwater is not anticipated to be a significant factor for shallow earthworks during construction of this project, although elevated moisture contents in the soils in the lower portions of project excavations should be anticipated by the Contractor. If seepage or groundwater is encountered in shallow project excavations, the Geotechnical Engineer should evaluate the conditions and provided additional recommendations, as appropriate. The risk of slope instability will be significantly increased in areas of seepage along the excavation slopes. In areas where seepage is encountered, the slopes should be re- evaluated by the Geotechnical Engineer. We recommend that temporary, un-shored excavation slopes up to 10 feet in height be cut no steeper than 2'h to 1(Horizontal to Vertical) in the site soils in the absence of seepaqe. Sloughing on the slope faces should be anticipated at this angle. Local conditions encountered during construction, such as loose, dry sand, or soft or wet materials, or seepage will require flatter slopes. Stockpiling of materials should not be Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 16 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado permitted closer to the tops of temporary slopes than 5 feet or a distance equal to the depth of the excavation, which ever is greater. Should site constraints prohibit the use of the recommended slope angles, then temporary shoring should be used. Shoring designed to allow the soils to deflect sufficiently to utilize the full active strength of the soils may be designed for lateral earth pressures computed on the basis of an equivalent fluid unit weight of 48 pounds per cubic foot (pcf) for a well-drained and level adjacent ground condition. In addition to this lateral earth pressure, shoring design should include surcharge loads exerted by equipment, traffic, material stockpiles, etc. Actual shoring system(s) should be designed for the Contractor by a registered engineer. Good surface drainage should be provided around temporary excavation slopes to direct surface runoff away from the slope faces. A properly designed drainage swale should be provided at the top of the excavations. In no case should water be allowed to pond at the site. Slopes should also be protected against erosion. Erosion along the slopes will result in sloughing and could lead to a slope failure. Excavations in which personnel will be working must comply with all OSHA Standards and Regulations. The Contractor's "responsible person" should evaluate the soil exposed in the excavations as part of the Contractor's safety procedures. GROUND has provided the information above solely as a service to the Client and is not assuming responsibility for construction site safety or the Contractor's activities. SUBSURFACE MOISTURE INFILTRATION AND DRAINAGE Common practice for the combination of soil and foundation system proposed for this project includes the installation of perimeter underdrains. These perimete� underdrains should be installed at a minimum around the crawl space of the building addition, and is also recommended for the perimeter of the garage addition. As a component of project civil design, properly functioning, subsurface drain systems (underdrains) can provide an added level of protection by draining saturated conditions near building foundations should they arise, and limiting the volume of wetted soil. As previously mentioned in this report, project design should incorporate measures to prevent water from wetting the project soils. Surface drainage gradients, pavements, Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 17 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado flatwork, piping, drainage structures, etc., should be maintained during and after construction to prevent infiltration. Pipes, below-grade drainage structures, etc., should be maintained during and after construction to prevent infiltration. It is the responsibility of the design team, Ownership, as well as the construction and maintenance Contractor(s) within their respective disciplines, and in accordance with their familiarity with the site conditions, to evaluate the possible sources of water that could affect the project area and provide design and/or construction measures that address the conditions, so that moisture is directed away from the foundations and supporting materials prior to being allowed to infiltrate the subsurface, both during and after construction. Wetting or drying of the foundation excavations and underslab areas should be avoided during and after construction as well as throughout the life of the structure. Permitting increases/variations in moisture to the supporting soils may result in a decrease in bearing capacity and an increase in total and/or differential movements. GROUND recommends that a properly constructed underdrain be incorporated into the project design. The underdrain system should consist of perforated PVC collection pipe at least 4 inches in diameter, non-perforated PVC discharge pipe at least 4 inches in diameter, free-draining gravel, and filter fabric. The free-draining gravel should contain less than 5 percent passing the No. 200 Sieve and more than 50 percent retained on the No. 4 Sieve, and have a maximum particle size of 2 inches. Each collection pipe should be surrounded on the sides and top only with 6 or more inches of free-draining gravel. The gravel surrounding the collection pipe should be wrapped with filter fabric to reduce the migration of fines into the drain system. The high point(s) of the drainpipe should be placed at least 6 inches below the bottom of the footings. The trench in which the drainpipe will be constructed should be graded at a minimum slope of 1 percent to one or more sumps from which water can be removed by pumping or to an outlet for gravity discharge. In addition to the recommended underdrain system, proposed residence foundation walls should be backed with a layer of geocomposite drainage medium, e.g., an appropriate MiraDrain� product or equivalent. The drainage product backing the wall should be in hydraulic connection with the perimeter underdrain system. Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 18 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado Typical cross-section details of underdrains, as recommended above, are provided in Figures 5 and 6. GROUND recommends that the project Civil Engineer, based on final site grades and finished floor elevations, should design the actual layout, outlets, and locations for the underdrain system. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Wetting or drying of the foundation excavations and underslab areas should be avoided during construction. 2) Positive surface drainage measures should be provided and maintained to reduce water infiltration into foundation soils. The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in landscaped areas and 3 inches in the first 10 feet in areas where hardscaping covers the ground adjacent to the structure. (It may be necessary to incorporate ramps or other measures into project design to implement this recommendation while complying with access requirements.) In no case should water be allowed to pond near or adjacent to foundation elements. Ponding will lead to increased infiltration and post-construction building movements. Drainage measures also should be included in project design to direct water away from sidewalks and other hardscaping as well as utility trench alignments which are likely to be adversely affected by moisture-volume changes in the underlying soils or by the flow of infiltrating water. Routine maintenance of site drainage should undertaken throughout the design life of the project. In GROUND's experience, it is common during construction that in areas of partially completed paving or hardscaping, bare soil behind curbs and gutters, and utility trenches, water is allowed to pond after rain or snow-melt events. Wetting of the subgrade can result in loss of subgrade support and increased settlements / increase heave. By the time final grading has been completed, Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 19 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado significant volumes of water can already have entered the subgrade, leading to subsequent distress and failures. The Contractor should maintain effective site drainage throughout construction so that water is directed into appropriate drainage structures. 3) The ground surface near foundation elements should be able to convey water away readily. Cobbles or other materials that tend to act as baffles and restrict surface flow should not be used to cover the ground surface near the foundations. 4) Roof downspouts and drains should discharge well beyond the perimeters of the structure foundations, or be provided with positive conveyance off-site for collected waters. Downspouts should not discharge into the building underdrain system. Our experience indicates that most residences in the Eagle County area are not provided with roof drains and gutters. The main reason for not including such systems appears to be the possibility of damage that may result from snow and ice accumulation. Therefore, after snowmelt and heavy rains, significant amounts of water discharging from the roof can be introduced into surface and subsurface soils near foundation elements (foundation footings, foundation walls, etc.). Introduction of water into building foundation systems and backfill soils may cause damage to structures due to increased lateral loads and reduction of soil bearing capacity. In addition, introduction of water will cause settlement of foundation backfill and related distress to exterior flatwork, and other components of the residence such as deck foundations, that are supported within the foundation backfill zone. There are various provisions such as roof heating systems and snow guards that can be incorporated into a roof design to properly drain water discharging from the roof away from the residence. The Project Design Team should consider incorporating such systems in order to control roof water discharge and direct it well beyond the perimeters of the structures foundation elements. 5) Landscaping which requires watering should be located 10 or more feet from building perimeters. Irrigation sprinkler heads should be deployed so that applied Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 20 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado water is not introduced into foundation soils. Landscape irrigation should be limited to the minimum quantities necessary to sustain healthy plant growth. Use of drip irrigation systems can be beneficial for reducing over-spray beyond planters. Drip irrigation also can be beneficial for reducing the amounts of water introduced to building foundation soils, but only if the total volumes of applied water are controlled with regard to limiting that introduction. Controlling rates of moisture increase beneath the foundations and floors should take higher priority than minimizing landscape plant losses. Where plantings are desired within 10 feet of the structure, GROUND recommends that the plants be placed in water-tight planters, constructed either in-ground or above-grade, to reduce moisture infiltration in the surrounding subgrade soils. Planters should be provided with positive drainage and landscape underdrains. 6) Plastic membranes should not be used to cover the ground surface adjacent to foundation walls. Perforated "weed barrier" membranes, which allow ready evaporation from the underlying soils may be used. CLOSURE Geotechnical Review The poor performance of foundations and subsurface structures has been directly attributed to inadequate geotechnical review and earthwork quality control. Therefore, a Geotechnical Engineer should be retained to review project plans and specifications to evaluate whether they comply with the intent of the recommendations in this report. The author of this report and/or the reviewing engineer should be contacted directly to provide this review. The review should be reported in writing. The geotechnical recommendations presented in this report are highly contingent upon observation and testing of project earthworks by representatives of GROUND. If another geotechnical consultant is selected to provide construction observation and quality control, then that consultant must assume all responsibility for the geotechnical aspects of the project by concurring in writing with the recommendations in this report, or by providing alternative recommendations. I Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 21 .� Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado Limitations This report has been prepared for Patrick Cashen Architect as it pertains the design of the subject single-family residence building and garage additions project as described herein. It may not contain sufficient information for other parties or other purposes. In addition, GROUND has assumed that project construction will commence by Fall 2009. Changes in project plans or schedule should be brought to the attention of the Geotechnical Engineer, in order that the geotechnical recommendations may be re- evaluated and, as necessary, modified. The geotechnical conclusions and recommendations in this report relied upon a limited number of subsurface exploration points, as shown in Figure 1. Subsurface conditions were interpolated between and extrapolated beyond these locations. Findings were dependent on the limited amount of direct evidence obtained at the time of this geotechnical evaluation. Our recommendations were developed for site conditions as described above. Actual conditions exposed during construction may be anticipated to differ, somewhat, from those encountered during site exploration. If during construction, surface, soil, bedrock, or groundwater conditions appear to be at variance with those described herein, the Geotechnical Engineer should be advised at once, so that re- evaluation of the recommendations may be made in a timely manner. In addition, a Contractor who relies upon this report for development of his scope of work or cost estimates may consider the geotechnical information in this report to be inadequate for his purposes or find the geotechnical conditions described herein to be at variance with his experience in the greater project area. In such cases, the Contractor should obtain the additional geotechnical information that he considers necessary to develop his workscope and cost estimates with sufficient precision. Performance of the proposed residence will depend on implementation of the recommendations in this report and on proper maintenance after construction is completed. Because water is the principal cause of volume change in soils and rock, the design, construction, and maintenance of the improvements must eliminate changes in moisture content of the site soils. Structural movements will most likely occur following project completion and should therefore be expected by the Owner. The recommendations and criteria provided in this report were based on the data presented herein, and our experience in the general project area with similar structures, and our engineering judgment with regard to the applicability of the data and methods of Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 22 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado forecasting future performance. A variety of engineering parameters were considered as indicators of potential future soil movements. Our recommendations were based on our judgment of "likely movement potentials," (i.e., the amount of movement likely to be realized if site drainage is effective, estimated to a reasonable degree of engineering certainty) as well as our assumptions about the Owner's willingness to accept geotechnical risk. "Maximum possible" movement estimates necessarily will be larqer than those presented herein. They also have a lower likelihood of beinq realized in our opinion, and generally require more expensive measures to address. We encourage the Owner or prospective future owners, upon receipt of this report, however, to discuss these risks and the geotechnical alternatives with us. Engineering consulting and design practice necessarily involves weighing the risks inherent in a given design approach against the construction and maintenance costs associated with reducing those risks. The Owner (and subsequent prospective future owners) must, therefore, understand the risks and remedial approaches presented in this report (and the risk-cost trade-offs addressed by the Civil Engineer and Structural Engineer) in order to direct his Design Team to the portion of the Higher Cost / Lower Risk — Lower Cost / Higher Risk spectrum in which this project should be designed. If the Owner or a prospective future owner does not understand these risks, it is critical that he request additional information or clarification so that his expectations reasonably can be met. Any prospective buyer or future ownership must be made aware of and must agree to the terms, conditions, and liability limitations outlined in our proposal. This report was prepared in accordance with generally accepted soil and foundation engineering practice in the Eagle County, Colorado area at the date of preparation. GROUND makes no other warranties, either express or implied, as to the professional data, opinions or recommendations contained herein. Because of numerous considerations that are beyond GROUND's control, the economic or technical performance of the project cannot be guaranteed in any respect. Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 23 Proposed Single-Family Residence Addition 4868 Meadow Drive Vail, Colorado GROUND appreciates the opportunity to complete this portion of the project and welcomes the opportunity to provide the Owner with a cost proposal for construction observation and materials testing prior to construction commencement. Sincerely, GROUND Engineering Consultants, Inc. � �� Seth Kurtz, E.I. Pw w e G/ST �'�A cr��G��a c � ° j% �""1 �.� ; w � �� %Q � C;,�;r t�r� 1 1` "i ' ,.y .��t';_ . . ...._. by Serkan Sengul, P.E. Job No. 08-2074 GROUND Engineering Consultants, Inc. Page 24 Test Hole Test Hole 1 2 � f— I�T1 �n 2 9/12 9/12 28/12 � � � � 5 a a� � 10 CROUKa EY�IGINEERIING CONSULTFINTS LOGS OF TEST HOLES JOB NO. 08-2074 DRAWN BY: HS FIGURE: 2 I APPROVED BY: JK CADFILE NAME: 2074LOG.DWG LEGEND: , .. . �Silts and Sands: Typically classified as silty sands with clay and scattered gravels. These ,�,� ��<�� materials were fine to coarse grained with gravels, low to moderately plastic, loose to medium dense, moist to wet, and dark brown in color. � � 23/12 NOTES: Gravel, Cobbles, and Boulders: Were interbedded and contained varying amounts of silts, sands and clays. They were non-to low plastic, moist to wet, and gray in color. Drive sample, 2-inch I.D. California liner sample Drive sample blow count, indicates 23 blows of a 140-pound hammer falling 30 inches were required to drive the sampler 12 inches. Rig Refusal 1) Test holes were drilled on 10/28/08 with 4-inch diameter continuous flight power augers. 2) Locations of the test holes were measured approximately by pacing from features shown on the site plan provided. 3) Elevations of the test holes were not measured and the logs of the test holes are drawn to depth. 4) The test hole locations and elevations should be considered accurate only to the degree implied by the method used. 5) The lines between materials shown on the test hole logs represent the approximate boundaries between material types and the transitions may be gradual. 6) Groundwater was not encountered during drilling. Groundwater levels can fluctuate seasonally and in response to landscape irrigation. The material descriptions on this legend are for general classification purposes only. See the full text of this report for descriptions of the site materials and related recommendations. �ROUHa Ei�IGINEERtN6 CONSULTRNTS LEGEND AND NOTES JOB NO. 08-2074 DRAWN BY: HS FIGURE: 3 I APPROVED BY: JK CAI�FII F NAMF• 9(1741 FG nWC� Qx2.0 Q x 1.5 � � a ... � +. �U N fl. N U c Q x 1.0 �L � M� W W � � 3 0 Q Q x 0.5 ��7, 0 0.5 1.0 1.5 2.0 Estimated Settlement (inches) Q = 2,000 psf Note: Design should be controlled by settlement. Estimated settlement values indicated above are based on drained conditions. If foundation materials become wet, the allowable bearing capacity will be reduced and result in larger estimated settlement. This relationship is based on footing widths of 1 to 4 feet. If the footing width is to be greater than 4 feet, we should be notified to reevaluate these recommendations. CROUH� ENGINlEERIPlG CONSULTRNTS BEARING CAPACITY CHART JOB NO. 08-2074 I DRAWN BY: HS FIGURE: 4 I APPROVED BY: JK CADFILE NAME: 20746RCP.DWG PIPE SHOULD BE � SURROUNDED ON THE TOP AND SIDES BY FREE-DRAINING GRAVEL WITH LESS THAN 5% PASSING THE NO. 200 SIEVE, MORE THAN 50% RETAINED ON THE NO. 4 SIEVE, AND MAXIMUM PARTICLE SIZE OF 2 INCHES. NO GRAVEL SHOULD BE PLACED BELOW THE PIPE. � ��..�/ / / � �n WALL DRAIN COMPOSITE SUCH AS_ MIRADRAIN°OR EQUAL MUST BE IN HYDRALIC CONNECTION WITH UNDERDRAIN. Mirafi 140N or EqBal surrounding Gravel THE UNDERDRAIN SYSTEM MUST BE TESTED BY THE CONTRACTOR AFTER INSTALLATION AND BACKFILLING TO VERIFY THAT IT FUNCTIONS PROPERLY. NOTE: WATER PROOF, DAMP PROOF AND WATER STOPPING MEASURES PER STRUCTURAL /CIVIL DESIGN �� / / PLACE THE DRAIN OUTSIDE THE 45 DEGREE IMAGINARY LINE. 4 INCH DIAMETER PERFORATED DRAIN PIPE. THE DRAIN LINE SHOULO BE LAID ON A SLOPE OF 1% OR MORE. PERFORATIONS SHOULD BE AT 4 O'CLOCK AND 8 O'CLOCK POSITIONS. DRAIN TO SUMP WITH PUMP, BACKUP POWER AND ALARM, ETC. HIGH POINT SHOULD BE MINIMUM 6" BELOW BOTTOM OF FOOTING, SLOPED AT 1% TO OUTFALL, ELEVATION AND LOCATION VARIES. NOT TO SCALE PROVIDE POSITIVE SLIP JOINT BETWEEN SLAB AND WALL SLAB-ON-GRADE � 4" MIN. GRAVEL LAYER �ROUHn ENlGINEERIPIG CONSULTRMTS TYPICAL UNDERDRAIN DETAIL JOB NO.: 0&2074 FIGURE: 5 PIPE SHOULD BE � SURROUNDED ON THE TOP AND SIDES BY FREE-DRAINING GRAVEL WITH LESS THAN 5% PASSING THE NO. 200 SIEVE, MORE THAN 50% RETAINED ON THE NO. 4 SIEVE, AND MAXIMUM PARTICI.E SIZE OF 2 INCHES. NO GRAVEL SHOULD BE PLACED BELOW THE PIPE. � I WALL DRAW COMPOSITE SUCH AS. MIRADRAINaOR EQUAL MUST BE IN HYDRALIC CONNECTION WITH UNDERDRAIN. Mirafi 140N or Eq�al surrounding gravel. THE UNDERDRAtN SYSTEM MUST BE TESTED BY THE CONTRACTOR AFTER INSTALLATION AND BACKFILLING TO VERIFY THAT IT FUNCTIONS PROPERLY. VOTE: WATER PROOF, DAMP PROOF AND �VATER STOPPING MEASURES PER STRUCTURAL /CIVIL DESIGN r� � / / PLACE THE DRAIN OUTSIDE THE 45 DEGREE IMAGINARY LINE. 4 INCH DIAMETER PERFORATED DRAIN PIPE. THE DRAIN LINE SHOULD BE IAID ON A SLOPE OF 1% OR MORE. PERFORATIONS SHOULD BE AT 4 O'CLOCK AND 8 O'CLOCK POSITIONS. DRAIN TO SUMP WITH PUMP, BACKUP POWER AND ALARM, ETC. HIGH POINT SHOULD BE MINIMUM 6" BELOW BOTTOM OF FOOTING, SLOPED AT 1% TO OUTFALL, ELEVATION AND LOCATION VARIES. NOT TO SCALE STRUCTURAL FLOOR � WELI MIN.10-MIL VENTILATED� UNREINFORCED ��'� POLYETHELENE SPACE VAPOR RETARDER CROUrta EPIGINEERIMG CONSULTRNA"f5 TYPICAL UNDERDRAIN DETAIL JOB NO.: OS-2074 FIGURE: 6 CROU�IID ENGINEERING CONSULTRNTS TABLE 1 SUMMARY OF LABORATORY TEST RESULTS Sam le Location Natural Natural Gradation Percent Atterber Limits Water Resistivity USCS Test Moisture Dry Passing Liquid Plasticity Soluble Classifi- Hole Depth Content Density Gravel Sand No. 200 Limit Index Sulfates cation Soil or No. (feet) (%) ( ct� (%) %) Sieve %) (%) (%) (ohm-cm) Bedrock T e _� . a�, . ..__ �. ._ , .� ._ _ _�_ �4 n ,� , .x-_.� .,..�n..� 1 1 31.6 79.2 0 58 42 38 5 - - SM Sil Sand . a . _ . . .. ........ . .__ _ u _ , . . ,. � .�n�,.. ,. � �> z.. �. �. ,P. x� ,. . F ,_, �.__a 1 3 14.8 103.8 0 71 29 29 6 0.01 - SM Sil Sand Job No.: 08-2074 � L0T2 � � � � MEADOW DRIVE (50' R.O.W.) � 525Y0'00'E f90.00' �J��„!�� "1� ,/ 1 �/:.. �i ��' il;. _ / �� 1 � 1 ��_`(� � ,'Ir` ` I � l'e- `i/4�� :,_°A�;- FA��°A�i- i,% , ; F=. � - �� .I +,� .,l'= ....- �_______ `___'__I I ' I � APVFOqMA1E�WE0F � X16HSEVEWttROCKfALL � (SW OF LiNE) � 20'SETBACK I --� t � i �� I ± � � � y I � i PROposeo � i oNe-sroRV � � I I ADDITION I I I � 1 '_ ____ 1 i---- -- r- i � � �:,ii1\�: ��r..�. . �e,�♦�♦�♦�♦�.�♦��?i' : 'I ��\ ��1. �: �: : �: �: �: � 1 , ; �:�: �: �•' :�:� �0�:�:�•1:�:�:�:� ►`� �y��> � � � � � � i ► � � � � � � � � � � � � � � t 1 ��\��, ��♦ ►lOJ��1 r��♦ ►�►��1 �r�� ►?tvOi4��♦ �� ♦�t-1��.�.�.�� _us ��^�� _ � , s ��i�� _, �� . ��j��j��j�� , .��A�AA��♦ '�,-: `'" =;�: � � � 'i-, � �� _ i�� ,� /I\ � � �I!% ��''1�1 � �� — ' :i:�� i�l'I \\\ m MEADOW LANE (50' R.O.W.) 1 • Indicates test hole number and approximate location. L07 4 �ROUHn �r�Ger��o�i�� co�su�Ta�� LOCATION OF TEST HOLES JOB NO. 08-2074 DRAWN BY: HS FIGURE: 1 APPROVED BY: JK (Not to Scale) CADFILE NAME: 2074SITE.DWG SEp-22-z009 13:24 From:INSULVRIL 9705243081 To:8459979 Pa9e:2�4 �µ� �� p� ��ss' '� Ir1S�IVa�� Mr. Koland Kjesbo Nccibo Constnictit7n PO Box 34.19 v�i�, co �:�.ss� VI11 FACSIMiLE: 845-�979 P1tO,yL+:C'1': pake Resideuce �{�PiFf�S' Ml;iIC�QW �i1Vl% Vail, CO r ' r �� __. FAX��7 SEP 1 I Z�pg �� p) Y�st nflice Box 2888 t�� Vail, C:olrn•ed� �il(i58 970-524-3000 rax 97U-524-;001 $�°) -oQS� Rcviscd 5eplember l.1, 200y SPECIFICATIUN�: R-49 fiber�lass lvose.filt to .tlat iruss exleriar ceilin�; witty perirnetcr b�ft7cs R-47 $low-in-Bla»ket 5y5kem Fii�crglass Insulation (!3lBS) to 2x12 cxtCrior ccilin� R-2] unfaced fiberg3ass batts tv 2x6 exterior walls 1'/z" rigid faarn b�ard insuiati�n t� la� exteriar walls R-21. unfaced fibergtass hatts ta 2x6 knee waE15 R-49 fiberglass loasefill to flat truss garagc cxterior ceilin� with ��rimel�t i7ai'iies R�21 unfaced fiber�6a�s ba�ts tu 2xG fiara�� xterioe walis R-� 1 unfaccd tiber�las� h�tts t� 2xfi ��r�e,e co�n�zion w�lls 6-mil p�ly air/vap�r harrier to exterior ceiling, exterior walls, �arage exterior ceiling, �,,.arage exter�or walls and garagc common wall� Membrain Smart Vapor Retarcler to �.�:12 extcri.or c:eiling R-1.9 foil faced fiberglass insulatic�n to 2x8 mid floor lt-l9 f�il #aced fiber�lass insutation to 117/8" crawl ceiling wi�h s�rn�pi��g R� 19 foi! faced fiberglass insuidtion to l l. "ll$" rim jUists F4�tn all wind4w5, dOprs and ��enctrations , SE�-2z-2009 13:24 From:INSULURIL 9785243001 To:8459979 Paee:3�4 �erta�Ir�Ti�e� �� 8uilders S�fa�ement �5�� M�A�� , ��r� ��1�� Ea��.� 6�a��.a��ia�sa i�a5��1 ��v �fl�� !��;u��rr��i6ifl��u�?R�;�I(��. ��y;��,e:�7>> 7he OPifMA 5ysle,n has Lcc�� install�d using OPl ffNA Insuiation to provide a R•valtte of 1{_� 1, uhing 4� bags of insulation to covcr �tS squarr feet of .�rea at a thickness uf_�,� inches. OH '�'M T 13�w{Z. e.('ctit,be�� til��ll��i Gnrlra�wr f�,i};n),,. Q,- �ai C.G(�O C:��mpany Name l Pil S-t) L�il� il— L l_ ! Ddi�� /�'��'�� ituilrlr.r �,I�nl i'nm��inY Nirt�? / C);�ic / �"IF�iC$$(�4/k�7� II"IE6YIF4:A�P1M�1{QtRI(�IL "-•--- C)1�71Mn�"' luusx Fill {nsulati��n is m��nuf�r.tured fqr closecl r,�lviry �-tpplic�tion i»stalled laehincf (�A11MA I al)rir qr ec�uivalenr. It shnuld not he usFC! fr�r o�,r, n blow apE�Iirations. In .irrr,irlance wid7 the charts b�lr�w, >>au must inst�ll die minimurn numl��M� ot UaKs per 1,000 sy, ft, of net area l��r' eix;h K-v�.ilue/�'�ivily tl�ic;lu'iE;bS lisfecl. C<�v��t,i�N is I�aset.� on �� nomin��l 28 Ib. k»g. Thc maximum nct �ovcr��gc must nrn �xceFd il��,�) 5�)NCifiF.1'I f17( P.li Il R-v�ilur. Fz�ilurc tc> inst�iil th� riquired minirnum wci�ht per sc�, fr. nf Insulati�n wil! rNSUIt in :7 r�tluCerl K-v�tiur. Thiti C.�n.xEiir:t shc►uld not be n�ixed with c,�her lil�awn insul,llicros ur thF thCrma! c;E�im, will I�ecom� inv��Eic(, �idcw.-�11s, C.�lhedral Ceilings and otlter �losect raviiies lhat �re ria�k,��., i11C�1Uf �i.v:5i4$ �'/"(?ol! 15 i'/ " i 7 �:G 1 7 1 /'!i' 11FHf _ . . . i(1 'i'/�" flx'IUI 3? li'/Pi,!xl±) 4/ _....,.. -�'!' -----.... t �arrl.ta� Dur�f�(ly Minimum Wri �M1t lbs. Per Cu. �4 Lbs. per Sq. �1. 'L7l l,1.5? 5 1 (+ Q.U15 � +� 1 U130 �._.,._.. L�t . I .1t1t1 � �?� I.f�10.1 �.0 ^ 1.9011 fiilr.�. Ra�,s Arr M.iaim�mf Sr�. ft. 'f,f)OU 5�. Ft Cove+age Per O.ig• I F, y -"'.i�i . ,_�....___.._. ...... .. - .9 i•1 :il..i �6 iQ 0 � jll '�ti.t; I 7 ii.�+ i.i Haored Att[cs—Uosed Cavities that are nqt cnm �re55ipn fitlQxl, Tl�ickness Ptr,si�y Minimam Wcigtrl iingx �er Mazinn�m Sc�, ff. Inchts R.value Lb,. Pr, C,u. Fi. Lbn. 7rr S��. pi. y.�mo Sq. ri. Cuv��.�x�, Prr R:i{;' ..._. __...,....... '�vrtl.rdl i2 I.P ..... n.?<.�2 In.a �u, — _..............----°...,.... . __._. .__,...._......... ... ,'�•"1?x4) 1: 1.2 (i.J511 12.5 80 — — --- �4:°12x41 lA . l;a......_ q.allU 1h.5 , 69 '-'--.''-"" .-,....�_ _.......... _.___...._._ ._._... ....._ - I'/-' f;��A) 14 1 li 0.4G7 1 b% Id1 _�'/.�'12nfi) 'lu 1,❑ II.•ISIt lf�.�l Al ti`/,°(jxL) :'I 1 2 U,55U ]!I G •;! 57.° 12n41 22 1.4 U�G'IZ �:./ :�.� Sb"1?.,1�� 22 1.G p.T7i 14.: 4H 7'd�"(3x0) 2(s i.l'I p.fi114 ?'I.� Ni 77.� 1`-'X211 _�� 1,1 � U./..S 25.� t!i %vrtr,tit iv � � o�wi, iu.r �.f _ ... . . . . . .__... .._,�_.._... .. .. ... .._._._ ..... _ _ _ — ---�-- _.. _. ��^17xtt� .. _. aU �.r, 0.9G� ;a5 �q �'��°izxia� �:a i.n n.»i z�.n u, _ . �. . �_._... .... .. -- 7'L,"i�xllll -�...... .1S ....._1.2 (t.U�S :i.f..l tU _--..'�__ ...._ .. . .. _.�... , ..� . . ._.._ _— .—._.._ '1'/�" (: k 11'li !6 1 . � 1 .U/'.I .',FS.S !�� 9`/�"ilx101 324 I.G 1.13:3 93.5 Zi ^.F .. .......,•..,..._..........,... �„ .•...,,�,�,,,�� ..,,,�..,��.�,. �v...,v,��y��ca �^,�i�� a�,� � �n4 .,a rypn i ins<<<�nun. n muans resistan[t It> I�ai nuw Ihl• 4iGn�;. �h� F.v,d��, ih� prr�t�Y �hc 1nsGdadng pinacr. To gcl nc� markad R-vnluc. ic is cssr.rnial tha� the �n�i drri,nn is u,�t. llr�l ��rr,prrly (�d Ipwin�; Ihr rivvmnnrnd.n ini �� nl (',uuain li�vil (:ur�Nn,ilin�i A��R�vIE� ��➢� oJS� �� a�Q�a�►r-�t�i-��/�i��c�'f, ��r��E1� ❑Lnv.Indt3nnk�1' :rys!r.aiY r.. A!e�nte�eJ I�'arlr.maik p(.Afk.S=�l Inlerna:lon:�!, ;r,:., Lenvc �� Oti223 • O°T.lA1A� is:� haci��n�.ir;: �� f'e:rtai��lt�rd Cn��iin.liuin CERTAINTEED COarpaqTlON, P.G�. sOx 86(►, vAI�.EY FvxG�, pA 7'l4i{'l I.oJc u41a-nn tN9HCertamqgpGnqka.ilwnGl99 SEP-22-2009 13:25 �rom:INSULURIL 9705243001 To:8459979 Pa9e:4i4 Certair�Te�d [�I �uilders Staternent 1nsulSafe�' SP Fiber Glass Blowing lnsulai�an Homeownar Name / Jobsite Name Homa Aadrsss t�f° v ��,��OV� U(2.ltil� �%/�l L. �,O Insralfar! Comractor (sl9n) Comppny Neme Ua�o (.a . L.,v �c 24 �-k 5�► �v� � c,. �— Z Z— �7q Builder (Slgn) Gompany Name � �JHie Inspected py (slgn lf requlred) oate OPEN ATTIC APPLICATION R-VAWE iHIGK1�66 NET AqgA (${a. FT.) �M$UL6AFH $P (✓) 8AG8llSE� BATT&ROLLS {� CEILINGS °� 4 Y�'' 1� z9 ,/ 1 wu�s ....._.._ �' Z ( '�$� '�f. �' ✓ FLOOR6 THERMAL PERFORMANCE—ATTIC BLOWlNG APPIICATION • In �ccordance wlth the chart above, you mu5t install the minimum number of bags per 1,pp0 sq. ft. of net area for each R•Value iisted. • The maximum net coverage must nat exceed that specified for each ft-value. � The insulation must be installod at or abave the specified installed thickness for each R-Value. • Failure to install the required minimum weight per sq, ft, of insulatlon at or abvvs the fnitlal fnstallad thickness will resuit in reduceci R•Vafue, • ThiS prpdUCt ShoUld not be mixeti with other blown insulatfons or the thermal claims will become invalid. DANGER: RECESSED LIGHT FIXTURES—TO P�IEVENT OYERHEATiIVG, DO NOT INSULA7� dN 70P OR WITHIN 3" OF SUCH DEVICES. TH15 waRNING DOES NQT APPLY TO TYPE !C LIGHT FIXTURES OR TO FLU�RESGENT �IXTURES WITH THERMAI.LY PpqTECT�f� BALLAST8. �2007 CorfuinTut�d Coryixaliim ASd1nS-G04aM Comparry 30�24-208 Rv��dr,r,:;iialement'JUI ❑ �va ��a ❑ �v� � ❑ �va � 1319 Spnxe Slreet 25 Old Taun Square PO Box 1860 Boulder, CO 80302 Fort Collins, CO 80524 79050 US Highway 40 Ph: 303.444.1951 Suite 200 Winter Park, CO 80482 Fax:303.444.1957 Ph: 970.225.9099 Ph: 97�.722.7677 Fax:970.225.6923 Fax:970.722.7679 Web siie: www.jvajva.com E-mail: info@jvajva.cam OBSERVATION REPORT To: Patrick Cashen Date: 9.4.09 Time: 10:30am 4155 E Jewell #1106 JVA Project Number: 13591 Denver, CO 80222 Field Visit Number: 3 Project: Duke Residence Location: Vail, CO Contractor: Nedbo Construction �a-�,�� Owner: Weather: Beautiful Present at Site: Mark Doyle, Nedbo Construction The purpose of this site visit was to make observations of the finished framing. The following observations were made: 1. The majority of the roof framing appeared to be cvmplete per the construction documents. Framing of the back deck was beginning at the time of the visit. 2. Only two trimmer studs were installed on each side of the garage door header as appose the three called out on plans. 3. An additional opening was constructed on the East exterior wall of the garage using the typical header size and jamb studs. 4. Truss connections were not installed on the pre-engineered trusses located between the garage and kitchen. 5. The birdsmouth connection of double 2-2x12 valley beams, located in the roof of the back deck, were over cut. The noted deficiencies were discussed with the general contractor on-site. Further review by JVA after the site visit has concluded the deficiencies are acceptable. No corrective action is required at this time. Respectfu Ily, JVA, INCORPORATED By Benjamin Mitchell Siqned: Copies to: Page 1 This site visit was made W observe the progress and the quality W the portion of Me co�tructlon wrnk related to JVA's engineering services and M determine whether that work was in general corrformance to the CoMract Documents. JVA's observadons are intended to protect the Interest ot the Owner arW the public. JVA is rwt responslble for the CoMractor's work, work methods, sa}ety precautions, timeliness in the perfwmance of the work nor any other aspect of the constructlon fo� which the Conhacta has responslbilRy. ITW Building Components Group, Inc. `- 13389 Lakefront Drive Earth City, MO 63045 (314) 344-9121 Page 1 of 1 Document ID:1TTI7160Z0120125254 URL: http://ecdrawings.alpeng.corn/'Third/Spelts.nsf/USA/FD9C67E21C7976EA862575F90049A88A Truss Fabricator: Transmitted From: Job Identification: Model Code: Truss Criteria: Engineering Sofiware: Tnxss Design Loads: Spelts-Schultz Lumber lwilson@buildersne.com 20228--DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO IRC IRC2006/TPI-2002(STD) Alpine proprietary truss analysis software. Version 9.03. Roof - 102 PSF @ 1.15 Duration Floor - N/A Wind - 105 MPH (ASCE 7-05-Closed) Notes: 1. Determination as to the suitability of these truss components for the structure is the responsibility of the building designer/engineer of record, as defined in ANSI/TPI 1 2. As shown on attached drawings; the drawing number is preceded by: MOUSR7160 Details: BRCLBSUB-A1101505-GBLLETIN- Submitted by NDW 12:52:28 07-20-2009 88 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Reviewer: SL 16133--J2 16134--J5 16135--J3 16136--J4 16137—C6 16138--05 16139--C4 16140--C3 16141--C2 16142--C8 16143--C9 16144--C10 16145--C11 16146--C12 16147--J1 16148—A2 16149--C7 16150--B 16151—CG1 16152--C1 16153--A1 16154--A3 16155--A4 16156--A5 16157--C13 09201001 09201002 09201003 09201004 09201005 09201006 09201007 09201008 09201009 09201010 09201011 09201012 09201013 09201014 09201015 09201025 09201024 09201016 09201017 09201018 09201019 09201020 09201021 09201022 09201023 07/20/09 07/20/09 07/20/09 07/20/09 07/20/09 07/20/09 07/20/09 07/20�09 07/20/09 07/20/09 07/20�09 07/20/09 07/20�09 07/20/09 07/20/09 07/ZO/09 07/20/09 07/20/09 07/20/09 07/20/09 07�20/09 07/20/09 07/20/09 07/20/09 07 20 09 QO qrpaS � Seal Date: 07/20/2009 Douglas Wood Colorado License Number: 26585 (20228 — DUKE RESIDENCE -20228 -- 4868 MEADOW DR N E VAIL, CO - J2 Top chord 2x6 SPF 1650t-1.5E Bot chord 2x4 SPF #i/#2 :Lt Wedge 2x6 SPF 1650f-1.5E: Roof overhang/cantilever supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Plates sized for a minimum of 3.00 sq.in./piece. � 0-8-0 �� THIS DWG PREPARED FROM COMPUTER INPUT (IUADS & DIIdCVSI0N5) SU�iMI��_I� IY TRO,. it�R. 105 mph w1nd, 15.U0 tt mean hgt, AJCt �-U5, CLU�tu bi�g. �ocatc•d anywhere in roof, CAT II, EXP C, wind TC DL°5.0 psf, .•,ind BC DL=5.( psf. Wind reactions based on MWFRS pressures. Deflection meets L/240 live and L/180 total load. Unbalanced snow loads have not been considered. �2-6-"u ��0 � 3-10-15 Over 3 Supportr � R=1205 U=93 W=5.5" RL=99/-57 Design Crit: IRC2006/TPI 2002(STD) PLT TYP. Wave fT RT=20% 0%) 10(0) 9.03 **WARNING""' TRUSSES REOIIINE E%TREME LARE IN fA�RICATION, HANpLING, SHIPPING. INSTAL�ING AN� BkACING. REFER TO BCSI (PU[LOING COMGONENT SAFETY INFORMATION). PUPLISHEO BY TPI (TRl1SS PLATE INSTITl1tE, 21A NORTH LEE STREET, SUIiE 312, ALE%ANDRIA, VA, 22310) ANp WTCA (NOOG TRUSS COUNCIL OF ANERICA. L]00 � ENTERVftI$E LPNE, MNOISON. WI 53J19) FOR SA{ETY FRACTICE$ PRIU0. TO FERGORMING THESE FUNCTIONS. UN�ESS OTHERW[SE INO1CAiE0 TOP CHORO SHALL HAVE PROPERLY ATTACHE� STRUCTURAL PANELS AN� 90TTOM CHORD SHALL HAVE A PROPERLV ATTACHED RIGID CEILING. 1 .. � ;�IMPORTANT�'FURNi$H A COFY Of iH1S �ESIGN TO iHE INSTALLATfON CONTRACTGR, ITN PIIIL�ING LOMPONENTS GROIIP, INC. SHALL NOT BE RESFONSIBLE FOR ANV OEVIATION FROM THIS OESIGN; ANV FAILtIRE TO EIlILO THE TkIISS � ALP/NE IN CONFURMANCE NITH TFI; OR FABRICATINf„ HANOLING, SHIPPING, 1NSTALLiNG & BRACINt; UF TRI155ES. � �ESIGN CONFORMS WI�M APPLICABLE PROVISIONI OF NDS (NATIONAL �ESIGN SVEC, BY AFBPA) AND TG1. A�PINE � CONNECTOR PLAiES ARE MADE Of 20/18/16GA (W,M/SS/K) RSTM A653 GRAOE d0/60 (W. K/H,SSJ GALV. $TEEL. AvPLY PLATES TO EACH FACE OF TR�SS ANU. IINLESS OTHERWISE LOCATED aN THIS OESIGN, POSITIUN PER ORANINGS 160A-Z. ANY INSPECTION GF PLA�ES FaLLOMED BY ;i) SHAL� BE PER ANNES A3 GF TPI1-200[ $EL.3. A SEAL aN TNIS ITWBuildingComponentsGroup�IllC. ORAH[NG IN�ICAiES ACCEPTANCE G� PROFESSIUNAL ENGINEERING RESVONSIBILITY SGLELV FOR TNE TRUSS CUMPUNENT E8i�1 Cli MO 63045 �ESIGN $HOWN. THE SUITq81LITV ANp USE OF TH]$ COMPUNENT FOR ANV 9UfL�ING I$ THE RESPUNSIBILITY OF THE Y� BUILOING �ESIGNE0. PER ANSI/TGI 1 SEC. 2. , , R=87 U=25 2-X-7 R=44 U=8 ,,��y1i1111N/I/��i til�'�.�.�� ST,.�Y �--�—'•�� 0��`' �� • 'Q I�iO. 2 °: ' 0 . • x �Q •� • Q . i��E'S • • •. o • • •��>�'�, �� 'r�� IUaI11� l,t�`�` C - 1 - R LL 80.0 PSF TC DL 12.0 PSF BC DL 10.0 P�F BC LL 0.0 PSF TOT.LD. 102.0 P�F DUR.FAC. 1.15 SPACING 24.0" Sca"e =.�%`"/F�_- REF R?160 _ 61;3 DATE C7__'( /0� DRw io�i�R��GU cazoi �c�- MO_E JG SL /iJi)li_ _ SEGN _ 230'_ 0 JREF 1TTI7'�_E�07_�1 20228--DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - J5) Top chord 2x4 SPF #1/#2 Bot chord 2x4 SPF #1/#2 :Lt Slider 2x6 SPF 1650f-1.5E: BLOCK LENGTH = 1.500' Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Unbalanced snow loads have not been considered. 0 1 -0 3X8 (E3) III 6 �X4� �E } 6 �5 6eer�3 Sd��er�� R=163 U=0 W=5.5" RL=24 R=145 U=27 1- -7 R=30 U=0 THIS DWG PREPARED FROM COMPUT[R INPUi (LOADS & �I'�1[�'JSIOAS) 5�3!�IIi'�,C7 IY TRiI; "��.R. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED blig, Locat�d anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, .;ind BC D1=5.0 psf. Wind reactions based on MWFRS pressures. Deflection meets L/240 live and L/180 total load. Plates sized for a minimum of 3.00 sq.in./piece. Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT RT=20% 0%) 10(0) 9.03. ";WARNING`�� 1ftI1SSE> REQl1INE E%THEME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. ` REfER TO BCSI (BUILDING COMPONENT SAFETY INFORMAtI(1NJ, PUPLISHE� HY TPI (TRUSS PLATE INSTITUTE. 21d NOkTN LEE STREEi, SUIiE 312, ALE%ANDRIA, VA, 22]16) ANp WTCA (W00� TRU55 GOUNGIL UF AMERICA. 6300 ENTERGFISE IANE, M�UISON, WI 53J19) FOR SaFETY PRACTICE$ PRIGR TO PERfORMING TNESE FIINCTIONS. UNLES$ OTHERWISE INpICAiE� TOF CHORD SHALL HAVE PROPERLY ATTpLHE� STRUCTUftAL FANELS ANO BOTTOM CHORD SHALL HAV[ A PROPERIY ATTACMED RIGID CE[LING. � � ��IMPORTANT��FIIRNISH A COPY OF iHIS �ESIGN TO THE INSTALLATfON CONTRACTpR. ITW PUILDING COMPONENTS w ALP/NE �0.0UP, INC. SHALL NOT BE RESPONSIBLE FOR ANY fIEVIATION FRUM THIS OESIGN: ANY FAILtIHE TO B�ILD THE TRUSS F TP � R FABR[CATING HAN�LING 'HIFGING IN TALLING B BRA'ING F TR IN CON URMANCE MITM i. 0 , . 5 . 5 C 0 USSFS. DESIGN LONFORM� WITH AVVLICABLE FR�JVISi0N5 OF Np5 (NATIONAL DESIGN SPEC. BY AGdPA) AND TPI. ALPINE CONNECTOR PLATE$ ARE MADE OF 20/18/16GA (N,H/SS/K) ASTM A653 GRAOE 40/60 (W, K/N.SSJ GALV. STEEL. AGFIV PIATE$ TU EALH FACE VF TR11$$ ANfI. UNLESS OTHERNISE LOCATED ON THIS UESIGN, POSITION PEft �RAWING$ 160A-Z. ANV INSPECTION OF PIATES FULLONEO BY (i) SHALL PE PER ANNEY A3 GF TPI1�20U2 SEC.]. A SEAL ON THIS ITYV Building Components Grouq �/IG. DRAWING [NI11C/+TES ACCEVTANCE GF PRUFESSIONAI ENGINEERiNf, RESPONS[6ILITY SGLELY F0A TNE TRUSS COMPONENT Earth Cit MO 63045 DESIGN SNUWN. TME $UITABILITY AND USE Of THIS COMGONfNT FOR ANV BUILOING IS THE 0.ESPUNSIBILITY OF TH[ Y� 9lIILO1NG �ESIGNER {'ER nNSI/TPI 1 SEC. 2. ,! ��0l, EG ��j�� . �b�,.a� . �sr '� : i >�v� .• � c� •. �� • � �• :� 0 6�1� z�; � a 9` 4 � . � 9p'.�� : ��4 `�` r��4�sS�ONAt��,� �,�� IfJlblIIN1�1 0 - 1 - - R - LL 80.0 F�I= TC DL 12.0 P�F BC DL 10.0 PSF BC LL 0.0 PS� TOT.LD. 102.0 F�1= DUR.FAC. 1.15 SPACING 24.0" Sca,e =1'/Ft. REF R7160 �61:;. DATE _ _C7; '( /0= _ DRW ioi,R�_ca c3zui c�� MO-E��G� SL/NDI� SEQN _ 230':3 JREF iTTI1 .i 0� �� 1 (20228--DUKE RESIDENCE -20228 - 4868 MEADOW DRIVE VAIL, CO J3 Top chord 2x4 SPF #1/#2 Bot chord 2x4 SPF #1/#2 :Lt Slider 2x6 SPF 1650f-1.5E: BLOCK LENGTN = 1.500' Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Unbalanced snow loads have not been considered. 0-1 -0 3X8 (E3) �� THIS DWG PREPARED FROM COMPUTCR INPUT (�OADS 8 DIMCNSIONS) S��?FIIfi=D iV TRiI;. f!�"R. 105 mph wind, 15.00 ft mean hgt, ASCt I-U5, CLUStU bllg, Lorat�d anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, :ind BC DI=�.( psf. Wind reactions based on MWFRS pressures. Deflection meets L/240 live and L/180 total load. Plates sized for a minimum of 3.00 sq.in./piece. 3-6-15 Over 3 Support R=370 U=9 W=5.5" RL=55 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT RT=20% 0%) 10 0) 9.03 * TRIISSES REOUIRE E%TREME CARE IN FABRICATION HAN�L NG SHIPGING INSTALLING AND BRACING. WARNING I *REFE2 TU BCSI (BIIIL�ING C�MPONENT SA:ETV INFORMATIONJ, PUBLISHEO 6Y TPI �TRIISS PLATE [NSTITIITE. 218 ; NORTH LEE $TREET. $UIiE 312, ALE%AN�0.1A, VA, 22114) AND 41TCA (WOUO TRU$$ COUNCIL VF AMERICA. E300 � ENTERCRISE LANE, MAOISON, WI 53J19) FUR SAFETY PRACiICES PRIGR Tp pERGORMING THESE FUNCTIONS. UNLESS OTHERNISE IMOICATED TOP C110R� SNALL HAVE PROPERLY ATTACHED STNUCTUNAL PANELS A4p 80TTOM CHORD $HALL HAVE A PROPERLY ATTACHED RIGID CEILING. � '�IMPORTANT��FURNISN A COGV OF THIS OE<IGN TO THE INSTP�LATION CONTftACiGR. I�W BUILDING COMPONENTS � ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FUF ANY DEV[ATION FRUM THIS DESIGN; ANV FAILURE TO EIIILD THE TRUSS � IN CONFORMANCE WITH TCI; OR FABRICATING, HANpLItiG, SHICPING, INSTALLiNG d BRACIN4 UF TRUSSES. ' �ESIGN GONFORMS NITH aPPLICABLE FRpVISIONS OF N�S (NATIONAL OESIGN SPEC, 6Y AF&oA) AND iCl. qLPINE � CONNECTOR PLATES ARE MA�E OF 20/18/16GA (W.H/SS/K) ASTM A653 GRAUE a0/60 (W, K/H,SS) GALV. ciEE�. APPIY PLATES TO EALH FALE UF TRU55 AND, 11NLESS OTHERHISE LOCATED ON tHIS UESIGN, POSITION PER DRANINGS 160A�Z. ANY INSPELTION OF PLATES FOLLOWEO BY ;i) SHALI BE PER ANNE% A3 OF TPI1-2002 iEC.I. A SEAL (lN TNIS ITW Building Components Group,lnc. oanw�Ne INDICATES ACCEPTANCE GF FROFESSIONAL ENGINEE0.iNG RESPONSIBILITY $G�ELY FO0. TNE TRUS$ CUMPONENT Earth C1� � MD 63045 DES[GN SHOWN. THE SUITAEILITY AND USF OF TNIS COMPONCNT FOR ANV BUIL�[NG IS THE RESPONSIBILITY OF THE Y PUIL�ING OESIGNEa iER ANSI/TFI 1 SEC. 2. R=312 U=51 2-�-7 R=70 U ��ti��Op+REGjs��i Qb • 6• • • • Tc� '�y Q� rV�'Q.�' �S'�'. � J��- . � t� 2b58 0: :��y J �� p .Q , . %�A� •�� 9��s��t:��\ �� i i.` S.�`_ S� 0 N A L E� G��, 1 CO/= /1 BC DL BC LL TOT.LD. DUR.FAC SPACING -/-/R/- _ 80.0 PS1= 12.0 P�F 10.0 P��F 0.0 PSF 102.0 P�F 1.15 24.0" — - Sca'e_1'/Ft___ REF R?160 '61:5 DATE 07j '� /0� DRW �o��sR� _o�, c�3zo; �r r�o-E�� s��r�ui; SEGN - -230 �` 5 -- JREF 1T7I7 _i OL� 1 20228--DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - J4 Top chord 2x6 SPF 1650f-1.5E Bot chord 2x4 SPF #1/#2 :Lt Wedge 2x6 SPF 1650f-1.5E: Roof overhang/cantilever supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Plates sized for a minimum of 3.00 sq.in./piece. 0- -0 THIS OWG PREPARED FROM COMPUTCR INPUT (LOADS & DI"�IC9SIOV5) Slli'4Ii'?D IY TRi1_ IP�R. Negative reaction(s) of 409# MAX. (See below) from a non-wind loac case requires uplift connection. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED blig. LocatE:d anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, <ind BC D�=S.( psf. Wind reactions based on MWFRS pressures. Unbalanced snow loads have not been considered. ! 2-5-^ �1�-4�g � 1-10-15 Over 3 Support� R=1396 U=156 W=5.5" RL=67/-50 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT RT=20% 0%) 10(0) 9.03 *�WARNING*'^ TRUSSES REOUIRE E%T0.EME fARE 1N FABRICATI�N, HAN�LINf., SHIPPING, INSTA�LING ANp BkACIN,. R.EFER Tp BC51 (PIIIL�ING COMPaNENT SAFETY INFORMAi[ON), PUPL(SHE� BY TP� �TPUSS PLATE INSTITUTE. 21H � NURiM LEE STREET. $UITE 312, ALE%ANORIA, VA, 2T]]d� ANp WTCA (H00� TRUSS COUNCIL UF AMERICA, f,300 ENTEkPRISE LANE. MA�ISON, WI 53J19) FpR SAFfTV PRACTICES PRIGR TO PERFIIRMING THESE FUNCTIONS. UNLESS OTHERWISE IN�ICATED TOP CHORO SHALL HAVE PROPEPLY ATTACHEO STRUCTURAL PANElS ANO BOTTOM CNOA� SHALL HAVE A PROPER�V ATTACHED RIGID CEILING. � r � ��IMPORTANTt�FIIRNISH A COPY OF THIS DESIGN i0 TNE INSTALLATION CONT0.ACTGR, IiW BUIL�ING CONFONENTS ALP/NE GRUUP, (NG. SHALL NUT BE RESPONS[BLE fUR ANY DEV[ATION FROM THIS DESI,N; ANV FAILURE TO Ell]L� THE TRUSS tN CVNFORMANCE NITH TFI; OR FABRICATING, HANDLING, SHIPPINC, INSTALLiNG 8 BRACING UF TRUSSES. �ESIGN CONFORM} HIfH APPLIGA9LE PR9VISIONS OF NOS (NATIONAL �ESIGN SVEL. 9Y AFdPq) AND TPI. NLPINE � AR MADE OF 20 18 16GA W H SS K ASiM A653 GRApE a0 60 W K H SS GALV. STEE�. AVFLY CONNECTOR FLAIES E / / ( . / / ) / ( . / . ) PLATES TO EACH FACE OF TR�55 AND. UNLESS OTHERNISE IUCATEO ON THIS UESIGN, POSITION PER �RAWINGS 160A-Z. ANY INSPECTIOfi aF PLATES FOIIOHE� BY ;iJ SHALI BE PER ANNEY A3 GF TPI1-2002 SEC.3. A SEAI ON THIS liWBuildingComponentsGroup��I1C. �RAWIN� IN[IICATES ACCEPTANCE GF PROFESSiONAL ENGINEERING RESGONSI9iLITY SGLELY F�R THC TRUSS COMGONENT �•aC�h L•It MQ 63045 �ESIGN SHOWN. THE $VITABILITY AN� USE OF THI$ LOM�ONENi FOR qNY BUIL�ING IS iHE RES�ONSI9ILITY UF THE Y� PUILOfNG �ESIGNER vER ANSI/TP1 1 SE[. 2. � � G�S R=-409 Rw=77 U=117 R=-117 Rw=27 U=32 �0�,�• �t; - �� R� � � L• ♦ t• • +� � : z . 263�`� z�; � a 9 .'o'. ' Q : .'p. .� 0 �•. .` ♦ '�'��ss � �. �' � ��\�y` `�� i�.. �ONAI� ...�� 0 1 C LL TC DL BC DL BC LL TOT.LD. 1 7 / /R/ -- 80.0 P�� 12.0 P�F 10.0 P�I= 0.0 PSF 102.0 P�F Sca�e =1�'/Ft _ _ REF_ Rl160 _6i_5 CATE -- ��'� �� - DRW �o isR�,c:� c�zu, ,c,, MO-E �iG SL/f�lDl��-- �— SEQN 230';:9 - — DUR.FAC. 1.15 SPACING 24.0" JREF :!TTI?_EOZC1 20228- DUKE RESIDENCE 20228 -- 4868 MEADOW DRIVE VAIL, CO - C6) Top chord 2x6 SPF 1650f-1.5E :T2 2x8 SP 2400f-2.OE: Bot chord 2x4 SPF 2100f-1.8E :B2 2x4 SPF 1650f-1.5E: Webs 2x4 SPf #1/#2 :Lt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 2.000' Roof overhang/cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load based on Pg=80.00 psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. � 0-8-0 � THIS DWG PREPARED FROM COMPUTCR INPUT (LOA�S & �C�1[VSIO�i) SU3'11��:9 �Y 7Ril-.� !'.:R. (I) - plates so marked were sized using a Fabrication To�eranc� nf C'a and a Rotational Tolerance of 0 degrees. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bl�:g, not locr�ted within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 p�,f, ti�in� BC DL=5.0 psf. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non concurrent bottom chord 1 ve load applied per IRC-06 section 301.5. Plates sized for a minimum of 3.00 sq.in./piece. MWFRS loads based on trusses located at least 15.00 f., from ruo� edge. �... . � i�vlv�u�� i� — �nv�� 4 �2-6-0�-0 7X6 (R) III z-i � 1�-o-u �i, �i, j� 26-8-0 Over 2 Suppor R=3324 U=122 W=5.5" RL=169/-101 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. K,Wave FT RT=20% 0%) 10 0) 9.03. ;kWARNING�` TRUSSES REOU[RE E:(TREME f.ARE IN FABRICATIt1N, NANpLING. SMIPP[NG. INSTALLING AND P0.ACING. REFER Tt) BCSI (PUILDIN4 C(IMPONFNT SAfETV INFORMATIt]N), PIIRLISHEO BY TP] (TRtI$S PLATE INiTITUTE, 21H NUATN �EE STREET. $U[TE 312. ALE%AN�RIA, VA, 22J14) ANfI NTCA (NOOD iHUSS CUUNCIL U( AME0.ICA. 6300 ENTERPRISE IANE, MAOISUN, WI 5JJ19) FUR SAFETY PRACTICES PRIGR iiJ PERFONMING THESE FIINCiIONS. IINLESS OiHERMISE IN�ICATEO TOP CHORD SHALL HAVE PROPERLY AiTpCHED STRUCiUNAL PANELS ANO BOTTOM CHORO SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. � ��IMPORTANT�*FURNISH A COPV OF iHIS DESIGN TO THE INSTALLATION CONTRACTGR. ITM P�ILDING COM�ONENT$ f ALP/NE �0.01IP. INL. SHALL NOT BE RESPONSIBLE FOR ANY pEV1AT10N FRUM THIS DESI6N; ANY FAILUHE TO BIIILD THE TRIISS _ IN LpNFpRMANCE WITH TC1; OR FAB0.ICATING, HAN�IING, SHIVVING. INSTALLING 6 BRACING OF TRI155ES. OESIGN CONi0RM5 NITM APPLICAHLE PRUVISIONS OF NO$ (NATIONAI �ESIGN SGEC, 6V AFdGA) AN� TP1. ALPINE NN T R P AT ARE MADE OF 20 18 16GA W N SS K A TM A RA 4 A V T APF V CO EC 0 L ES (. S 653 G DE 0 60 u K H SS G L. S EEL. L / / / / ) / ( . / , ) PLATES TO EACH FACE UF iRl1SS AND. IINLESS OTNERNISE IULATED ON THIS UESIGN, POSITION PE0. pRAWIN4S 160A-Z. ANY INSPELTION GF PLATES FOLLONE� BV ;i) SHAI� BE PER ANNE% A3 OF TPI1-2002 SEC.3. A SEAL ON THIS I7'W Building Components Giouq �/iC. �RAWING INDICATES ACCEGTANCE GF GROFESSIONAL ENGINEERiNG RESGUNSIBILITY SGLELY FOR THE TRU55 LOMPONENT Earth L•Ity� MD 63045 �E$[GN $HOWN. iHE S�JITA9ILITY AN� IISE OF THI$ COMPONENT F00. ANV 9UIL0[NG IS THE RESFONS]BILITY 9F TNE au1LOING oES�GrvER vER ANSI/TVl 1 sEC. z. r TI11111/ ��p�•�� p G - •(`/'1'�t.iC �� ,p'•� O , •� �• •(�. 0 � �p� �• � �� •� • �. . �� i��, •�� o��• �� 1 ��i�sS�ONAI ��0`,� R=2664 U=205 W==E .5" �/-/1 TC LL TC DL BC DL BC lL TOT.LD. DUR.FAC SPACING -/-/R/- _ 80.0 PSF 12.0 PSF 10.0 PSF 0.0 P�F c_ 102.0 P� � 1.15 24.0" - - 7 f, 7 15 Scd e_'__"-/�t_— REF R1160 61:1 DATE — —C7 '( /0� - DPW ��o�isR��ro ��3zo1,�� MO_EVG SL!Pl;)l _ SEQN --23Q't?5 - JREF 1T1Ii_tOZCl � E (20228--DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - C5; Top chord 2x4 SPF #1/#2 :Tl 2x6 SPF 1650f-1.5E: :T4 2x4 SPF 2100f-1.8E: Bot chord 2x4 SPF 2100f-1.8E :62 2x4 SPF #1/#2: Webs 2x4 SPF #1/#2 :Lt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 1.753' Roof overhang/cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Deflection meets L/240 live and L/180 total load. Plates sized for a minimum of 3.00 sq.in./piece. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. .� 0-8-0 � THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 �I:�ICVSIONS) �U+I4Ii'�.;.-J IY TRII� II��R. (I) - plates so marked were sized using a Fabrication To��eranc�� of �'o and a Rotational Tolerance of 0 degrees. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bl�_g. not 1nc��tE�c within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 p�f winu BC DL=5.0 psf. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent botCOm chord 1've load applied per IRC-06 section 301.5. Truss designed for unbalanced snow load based on Pg=8`.00 psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. 7X6= 6X6= � J J V V 1 J ` V L� — �� III �2-6-0�-0 I, 13-2-12 �I 61 a 2-11-8,1, 9-11-4 ,I R=3400 U=111 W=5.5" RL=172/-119 26-8-0 Over 2 Suppor Design Crit: IRC2006/TPI-2002(STD) PLT TYP. K,18 Gauge HS>Wave FT RT=20%(0%) 10(0) 9.03 *�WARNING�' TRlI5SE5 PEOUIkE EXTREME CARE [4 FqER]CATION, HANpLING, SH[PP[NG, INSTALIING AND N0.ACING. REFFR TU ECSI (PUILOINI; COMPONENT SAFETY INFORMATIUNJ, PUPLISNE� BV TFI (TRIISS PLATE INSTITl1TE. 21H Nfl0.TN LEE $TREET. $UITE 312, ALEXANO0.IA, VA, 22314) ANU WTCA (WOOU TRUS$ CIJUNCIL UF AMERICH, 6300 `L, ENTERP0.ISE IANE. MA�ISl1N, WI 53J19� FOR SAFEiV PRACT[GES PRIGR i0 PERFORMING iHESF. FUNCilONS. UNLESS I� OiHERN:SE INDICATED i0P CNOND SHALL HnVE PROPERLV ATTACHED STRUCTURAL FANELS ANO BOTTOM CHORD SHAiI IIAVEiR A PROPERLV ATTACHED RIGID CEILING. y ��IMPORTANT'*FIIRNISH A COPY OL THIS OESIGN TO T�IE INSTALLATION CONTRACTGR. ITW BUI�pING COMPONENTS r" ALP/NE GRpl1P. INC. SHALL NUT BE RESPaNSIBLE FOR ANV DEVIATIUN FROM THIS f1E51GN: ANY FAtLURE TO BIIILD THE TRl1SS = IN CONFURMANCE IJITH TFt; OR FABRICATING, HANDLING, SNIPPING, tNSTAlLIN6 6 BRACIN� �F TRUSSES. � �E$[GN GONFURMS WIiH NPPLICAB�E PROVISION} OF NI1S (NATIONAL DESIGN SPEC. BY AFB�A) ANO TG1. ALP[NE CONNECiOR GLATES ARE MA�C OF 20/18/16GA (W,H/$S/Kj ASTM A653 GRApE 60/60 (W. K/t1,S$J GALV. SiEEL. AoVLY � PLATE$ TO EACH FACE UF iR1i5S ANO. UNLESS OTHERNISE LUf.ATED ON THIS UESIGN, POSITION PER pftAWING$ 160A-Z. ANY [NSGECTION GF PLATES FOLLONED BY (ij SNALL BE PER ANNE% Al GF TC[1-20U1 iEC.I. A SEAL �N TH[S ITWBuildingComponentsGroup��llC. GFAHING IN�ICATES ACCEPTANCE GF PRUFESSiONAL ENGINEERING PESPONSI6iL:TY SGLELY FOR THE TAU55 CUMPONENT Earth C1� MQ 63�45 DESIGN SHOWN. THE SUITnBILIIY AN� USE OF THIS COMPONEN` FOR ANY BVIL�ING IS THE RESVUNSIBILITY 9F THE Y� BUILOING �ESIGNER vER nNSI/TPI 1 SEC. 2. w �,��111f1�JNt//��' �� ° � aa ��sT �Q� :1 L � G J� � ��4 � l n'�Q' : � � . 265�8� �� , 0 91 P �' :g• � � O �� .� `.�`` ��t`E,••��a��• ��``� ��ii:r`S�QNAL ��i�� R=2665 U=180 W E.5" CO/-/1 TC LL TC DL BC DL BC LL TOT.LD. DUR.FAC SPACING -/-/R/- — 80.0 PSF 12.0 P�f= 10.0 PS� 0.0 PSF 1�2.� {��_ 1.15 _ _ 24.0" � E� E 7-1� Sca�? ---'�1`t. __ REF R7160 =61:3 DATE --��'--�� — DRW ��ioisR�_c,� c�3zut��rF MO_E JG SL ifJ_Ul _ _ SEQN =_2303( 5 JREF 17TI7 _(�OZC 1 �� a E (20228--DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - C4) Top chord 2x4 SPF #1/#2 :T1 2x6 SPF 1650f 1.5E: :T2 2x4 SPF 1650f-1.5E: Bot chord 2x4 SPF 2100f-1.8E :B2 2x4 SPF #1/#2: Webs 2x4 SPF #1/#2 :Lt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 1.500' Roof overhang/cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Deflection meets L/240 live and L/180 total load. Plates sized for a minimum of 3.00 sq.in./piece. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. � o-s-o � THIS OWG PREPARED FROM COMPUTER INPUT (LOADS 8 OI'�CNSIC�S) SU'hll�'�L9 !V TRU>�� "�P. (I) - plates so marked were sized using a Fabrication To-erar.cc nf C' and a Rotational Tolerance of 0 degrees. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bl:g, not 1cc.,tEc within 4.50 ft from roof edge, CAT II, EXP C, wind TC Dl.=°5.0 p:f, vin�: BC DL=5.0 psf. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bot om cnord l�ve load applied per IRC-06 section 301.5. Truss designed for unbalanced snow load based on Pg=9i.Ob psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. 5X12= 4X8= J J V V 1 J ` V L� - �2-6-0�-0 R=3324 U=276 W=5.5" RL=168/-112 4X6= � � 26-8-0 Over 2 Support '� R=2664 U=242 W°=��.5" Design Crit: IRC2006/TPI-2002(STD) PLT TYP. 18 Gauge HS,Wave FT RT=20% 0%) 10(0) 9.03 tkWARNING�' iRIISSEi REOIIIHE E%TREME LARE IN FABftICATION. HANOLINC, SHIPPINf„ INStALLING AND PRACING. REFER TO BC51 (Bll[L�INf, COMPONENT SAFETY INFORMATIONj. PUPIISHE� 9Y TPI (TRIISS PLATE INSTITt1TE, Tld N�RTH LEC STREET, SUITf 312. ALE%ANURIA, VA, 22114) AN[) WTCA (NUl1U iRUSS COUNCIL UF AMfHICA. G300 � CNTEFPFISE LANE. MAOISON. WI 5J]19) FpR SAfETY PRACTILES FRIGR T�J PE0.IURMING TMESE :UNCiI0N5. UNLCSS OiHERWISE INDICATEO TOP CHOR� $HA�L MAVE PROPERLY AiTACHED STPUCTURAI FANELS ANO 60TTOM LHORD SNALL HAVE A PROPERLY ATTACHED RIGI� CEILING. � '*IMPORTANT'*FUar��sH n coNr oF rH�t ocstcrv ro rnE insrn��arioH conraaCrca., �ru eu��rvc tonvorucxrs ALPINE �A��P. INL. SHALL Nl1T BE RESPONSIBLE Fl)R ANY DEVIATIUN FRUM THIS UESIGN; ANY FA[LURE TO BIIILD TME TRUSS IN IONFpRMnNCE WITII iF:; OR FABRICATING, HANOLING, SHtPVING, tNSTA�.IING 8 BRACING OF TRt155ES. �ESIGN CONFVRMS NITH APfLICaBLE �ROVISIUNS OF N�5 (NATIONAL OESIGN $FkC. BV A�BPq) AN� TP1. A�PINE � CONNECTOR PLATE$ ARE MADE OF 20/16/16GA (W.H/SS/K) 45TM A653 GRA�E 60/60 (M. K/H,SS) GALV. STEEL. A�GLY PLATES Tt) EACH FACE �F TRIISS ANp, UNI.ESS OTHERNISE LOCATED ON THIS fJESIGN, POSITION PER DRAWINGS :60A-Z. ANY [NSVECTION GF PLATE$ FOLLONED BY ;i) $HAIL PE PEA ANNE% A3 OF TPI1�2002 $EL.3. A SEAL ON TH[S ITW Building Components Group�IllC. DRANINI; INDICAtES ACCEPTANCE GG P4UFESSIONAL ENGINEE0.ING RESCUNSIBiLITY S�LELY FOR THE TRUSS CUMPONENT E3T�1 CIt�� MO 63045 �ESIGN }H(1WN. TH[ S�JITAEILITY ANO USE llf THIS COMPONENT FOR ANY BlI1L0ING IS TME FESPUNSI9ILItY OF THE `J� 6UILOING OESIGNER PEk ANSI/TPI 1 SEL. 2. � �t��Q�REG��' . � .22.. �ST � .` G�� . : eti�� w � .a � �. ; . 26�1� �: � 0 9 • • � � '. : � � O • .• � ` ��,'��o��• ��`�� i. sS � 0 N A L �C .�� : � �� E E � � t. 1 C0 - 1-- R- Sca,e =_'_'_'1=t. __ TC LL 80.0 PSF REF R7160� �61��9 TC DL 12.0 P�F DATE 07/'�'(:�0�'_ BC DL 10.0 P�F DRw' �ois�� r,o �3zo: ��c � BC LL 0.0 PSi" MO-E`�G SL!IdDI�� TOT.LD. 102.0 PSF SEGN 230�3_.8 - - ----------- - - DUR.FAC. 1.15 SPACING 24.0" � JREF 1TTI7�_(�OZC�1 R R E 3 20228--DUKE RESIDENCE 20228 -- 4868 MEADOW DRIVE VAIL, CO - C3 Top chord 2x6 SPF 1650f-1.5E :T2 2x4 SPF 1650f-1.5E: Bot chord 2x4 SPF 1650f-1.5E Webs 2x4 SPF #1/#2 :Lt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 2.500' Roof overhang/cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load based on Pg=80.00 psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. � 0-8-0 � 5X12° TH15 DWG PftEPARED FROM COMPUTER INPUT (LOA�S 8 DI�C'JSIOYS) �L'i'4I�'"'� lY TR'�I._ ! rc. (I) - plates so marked were sized using a Fabrication To-erancr c�f C'o and a Rotational Tolerance of 0 degrees. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bl.g, not 1cc��tEd within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL-5.0 p f �ind BC DL=5.0 psf. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bot':orn chord l ve load applied per IRC-06 section 301.5. Plates sized for a minimum of 3.00 sq.in./piece. MWFRS loads based on trusses located at least 7.50 ft. from ro�:�f ecge. 2X41II 6X8= flll ��° SS0619 (B2) (I) ° K508= �2-6-o-�-0 (, 9-2-12 ,I, 8-6-8 J_ 2-11-8,1, 5-11-4 J j� 26-8-0 Over 2 Support R=3326 U=283 W=5.5" R=2667 U=237 W==�.5" RL=137/-105 Desiqn Crit: IRC2006/TPI-2002(STD) PLT TYP. K,18 Gauge HS,Wave FT RT=20% 0%) 10(0) 9.03 *^'WARNING** TRIISSES PEOUINE E;(TREME CARE IN FA6kICATION, HANDLING. SHIPPING. INSTALLING ANO BRAf.ING. REFER TO BCSI (PlIILOING COMPONENT SAfETV INFORMATION), PIIPLISHEO BY TP7 �TRII$$ PLATE INSTITIITE. 218 NO0.TH LEE STkEET. SUfTE ]l2, ALE%ANURIA, VA, 22J16) ANU WTCA (WOOU TkU$5 COUNCIL OF AMERICA, 6300 � ENTE0.FRISE LANE, MAO[SON. WI 53J19) FOR SAFETY P0.AC1ICE5 PRIOR TO PERFORMING TNESE FUNCTIONS. IINLESS OIHENHISE IN�ICATED TOP CHORO SHALL HAVE fROPERLY AiTACHEO STRIICTUftAL PANEIS AND BOTTOM CHORO SHqLL HAVE A PROPERLY ATTACHED RIGID CEILING. '*IMPORTANT**ruar��srv n cavr or rHis o[sicr+ to rxE �xs�n��nrion coHrnncrca. �ru au��o�Hr, convonEnrs ALPINE �'RUIIP, INC. $HALL NIIT 9E RESPONSIBLE �UR ANY DEVIATIUN FROM THI$ DESI�N: ANY FAILUNE TO BI11LU THE TRIISS IN NF RMAN E WiTH TFI' OR FABRiCATING HAN�LING SHiPFING INSTALLIN6 B BRA IN6 F TRI15 CS. CO U C . . . . G 0 S �CSIGN CONFORnS u1Tn n�nLIGAe�E PRpyIS10N5 OF NDS (rvnT10NAL DESIGN SPEC, BY AFdPA) ANp TG1. AL�'INE CONNECT00. PIATE$ ARE MAOE OF 20/18/16GA (N,H/SS/K) ASTM A65? GRAOE <0/60 (W. K/H,SS) GALV. STEEL. APPLY PLATC$ TO EACH FALE UF TR11S5 AND. UNL[SS OTHERWISE LOf.ATED UN TIIIS UESIGN. POSIT[ON PER pRAWING$ 1GOA-Z. ANY INSPECTION OF CLATES �(Illt1NE� PV !i) SHALL PE PER ANNEX A3 GF TP[1-2002 iEC.3. A SEA� (IN THIS ITWBuildingComponentsGroup��flC. �RAWI4G iN�ICATES ACCEVTANCE GF PRpFES5I0NAL ENGINEERiN6 RESPONSIBiL[TY SGLELY FUR THE TPUSS COMGONENT Earth Ciry� MO 63045 oes�cu sxowN, niE su�rne�u rv nno use ov rNis conPOrvcrvr roa nrvv eu��o;r+c is rHe aesPUns�e�urv oF rHe 'J� 9UIl0INf OESIGNER PEN ANSI/TPI 1 SEC. 2. 1 i i! I I N►///� �p REGlS �V: � V � `�'C,��1 ��s�t�1v : �, r��/ � ��r • ~;0 26585 0; . Jui 2�.09 4 • � � ��••� ��• �� ` I ��`�� o�� \� �� i�sS�ONAL ��G�� 1 CO 1 - R C LL 80.0 PSF TC DL 12.0 PS1= BC DL 10.0 P�1= BC LL 0.0 F�,F ' TOT.LD. 102.0 P��_ DUR.FAC. 1.15 _ SPACING 24.0" < � a 5 ( ;. 7 l � 'E _ ,-� c a e-__ 1 f t____ REF R7160 '61�0 DATE _ _C7;'`( /0� _ DRW ��o isR� _�;a c��2oi �c� MO-E�JG SL!NUl SEGN _ _230 i: 5 _ JREF 1TTI7.(OZC�l (20228 — DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - C2) Top chord 2x6 SPf 1650f-1.5E :T1 2x6 SP 2400f-2.OE: :T4 2x4 SPF #1/#2: Bot chord 2x4 SPF 2100f-1.8E :B2 2x4 SPF 1650f-1.5E: Webs 2x4 SPF #1/#2 :�t Slider 2x4 SPF #1/#2: BLOCK LENGTN = 1.862' Roof overhang/cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Deflection meets L/240 live and L/180 total load. Plates sized for a minimum of 3.00 sq.in./piece. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. � 0-8-0 � THIS DWG PREPARE� FROM COMPUTER 1NPUT (LOADS B DI-1C'VSIO4S) SUi,1l�'-') fv TRU�. i�:R. (I) - plates so marked were sized using a Fabrication Tu-er�anc�� f C90 and a Rotational Tolerance of 0 de9rees. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bl;g, not l��c;�ter within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 p�,f �inc! BC DL=5.0 psf. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bot.om chord l�ve load applied per IRC-06 section 301.5. Truss designed for unbalanced snow load based on Pg=8).00 psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. gX8= 3X4111 8X8= �.�� — �z-6-o�-0 R=3324 U=288 W=5.5" RL=110/-98 5X12= � 26-8-0 Over 2 Support R=2665 U=234 W=�.S" Design Crit: IRC2006/TPI-2002(STD) PLT TYP. K,Wave FT RT=20% 0%) 10(0) 9.03 **WARNING�' TR115$E$ REOIIINE E%TREME (:ARE IN FABRICATION. NAN�LINC, $HI��ING, 1NSTAl�ING AN� BRACING. REFER TU BCSI (BUILO[NG COMPONENT SAFETY INFORMATION). Pl1BL15HE0 BY TPI (TRUSS PLATE INiTITUTE. 2ltl NORTH LEE SiREET. SUIiE 312, AlE%ANORIA, VA, 2231a) ANU uiTCA (W00� TRUSS COUNCIL UF AMERICA, 4300 y ENTERFFISE LANE, MA�ISON. WI 53]19) FOR SAFETV PRACTICE$ VRIGR TO PERFORMING THESE FUNCTIONS. IINLESS Ay OtHERWISE INOICATED TOP CHORD SHALL HAVE CROPERLY ATTACHE� STRUCTIIRAL PANELS AN� BOTTOM CHORD SHAL� HAVE �� A PNOPERLY ATTACNED RIGID CEIIING. v � ti �'IMPORTANT�'FURNISH A COPY OF THIS �ESIGN i0 THE INSTALLATION CONTRACTGO„ ITW BUIL�1Nf, COMPONENT$ � ALPINE GFOUP, iNC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATIUN fftOM THIS DES[�N: ANY FAILURE TO EIIILD THE TRIISS _ 1N CONFURMANCE NITH TFI; OR FABRICATtNG, HANDLtNG, SHIGPIN(;. INSTALLiNf 8 BRACING 0� TRUSSES. OESIGN CONFURM} WITH AVPLICABLE PROVISION} OF NDS (NATIl1NAt �ESIGN $PEG. BY AFdGA) AN� TP1. ALI'INE CONNECTOR PLATES ARE MADE OF 20/18/16GA (N.H/<S/K) ASTM A653 GRADE 40/60 (N. K/H,SSj GALV. SiEEI. AFPLY � PLATES T11 EACM FACE OF iRUSS AND, UNLESS OTHERNISE LOCATE� ON THIS pESIGN, POSITION VER OftAWINGS 160A-2. ANV INSPECTION (1F PLATFS FOILONED BV (iJ SNALL PE PER ANNEY� A3 OF TP[1-2002 iEL.]. A SEAL ON TH[$ ITWBuildingComponentsGroup,lnc. oanu�NC �eoicnTrs naevrnrvcc cF aaoFesstona� ervc�xeea�ec aesPOr+s�sr��rr su�c�r voa rHe rauss convaxer+r Ear[h Cit MO 63045 oes�eN showH. 1xe su�rna�ulr nno use oF rH�s convurvesr roa nHr au��o�ec is �Ne aesvoesiaiurr oc rHe Y� BUILOING OESIGNER PER ANSI/TPI 1 SEC. 2. ! ' '��{II11///f/��' � �Q �'�S b,F Y ��o�•�� G��,�. �� ^'• • :O �10. �� 2�� ' 0 • Z, /O •� • Q 9' '� : O �•. .' �i � ��f�`�,s��a��• G��`�� I/.: S�oI'ri1�. ��'.\�� - 1 - R - LL 80.0 PSF TC DL 12.0 PSF BC DL 10.0 P�� BC LL 0.0 PSF TOT.LD. 102.0 P�F DUR.FAC. 1.15 __ SPACING 24.0" � �E � � �. � R E Sca e='__1=t. __ REF R7160 -61�1 DATE --07 � �'( �� — DRW aa,sR�_co c3zoi;c�- MO-E��G SL/N�i)I SEGN = _23U,3� 4 _ JREF 1TTI7 ( OL( l (20228--DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - C8 Top chord 2x6 SPF 1650f-1.5E Bot chord 2x4 SPF 2100f-1.8E :82 2x4 SPF #1/#2: Webs 2x4 SPF #1/#2 :Lt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 2.011' Roof overhang/cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. Bottom chord checked for 10.00 psf non concurrent bottom chord live load applied per IRC-06 section 301.5. Truss designed for unbalanced snow load based on Pg=80.00 psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. __� _ o-a-o � 7H15 DWG PRE�ARED FROM COMPUTER INPUT (LOADS 8 DIMCNSIOYS) SU��.•tI�'�C�J IY TRiI� I'��'R. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bl:g, not l�c.tEc within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 p:f �inC BC DL=5.0 psf. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. In lieu of structural panels use purlins to brace all fiat TC c', �4' OC. Deflection meets L/240 live and L/180 total load. Plates sized for a minimum of 3.00 sq.in./piece. 7X10= 6X8 (R) III 2 X 4 III ��.,,,�.,,��, �2-6-0�-0 � 26-8-0 Over 2 Support R=3325 U=121 W=5.5" R=2666 U=216 W='.5" RL=183/-96 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. K,18 Gauge HS,Wave FT RT=20% 0%) 10(0) 9.03 **WARNING** TRUSSES REOIIIRE E%TREHE CARE IN FABRICATION, HANDLIN„ SHIPPING. INSTALLING AND BRACING. REFER TU EC5] (PUILDING COMGONENT SAFETY INFORMATION). PUBLISNED BY TPI (TRUSS PLATE INSTITIITE, 218 ; NORTH LEE STREET. SUfTE 312. AlE%ANGRIA, VA. 22J14) ANO WTCA (W00� TRUSS COUNC[L OF AMCRICA. 6300 ENiEkP0.1SE LANE. MA�ISON, WI 53J19) FOR $AFETY GRACTILES GRIGR TO PEHFOAMIN6 THESE FUNCTIUNS. UNLESS� OTHERWISE 1N�ICATE� TOP CHOR� SNALL HAVE PROPERLY ATTACHE� STRUCTURAL PANELS AN� BOTTOM CHORD SHALL IIAVE A PROPERLV ATTACHED RIGID CE[LING. w ��IMPORTANT��(!IRNISH A COPY OF THI$ �ESIGN TO TME IXSTALLATION CONTRACTGF. ITW PIIII�ING COMGONENTS ALP/NE �Rp�P, INC. SHALL NOT BE RESGONSIBLE FOR ANV DEVIATION fROM THIS UESIGN; ANY FAILUFE TO BIIIL� THE TRUSS iN CONLURMANCE WITH TFi; OR FABRICATING, HANDLING. SHIFPING. INSTALLING b BRAC[NG Of TRUSSES. OESIGN CONFORMS WITN APVLICA9LE PROVISI(IN$ OF N�S (NATI�NAL �ESIGN SPEC. BY AFBPA) ANtt TF1. ALPINE � LONNECTOR PLATES ARE nqDE OF 20/18/16GA (N.rv/SS/K) nSTn q653 GRADE a0/60 (N. K/N,SS) GALV. STEEL. AvP�v FLATES TO EACH FACE UF TRIISS ANO, UNLESS OTHERWISE LOCATED ON THIS UESIGN, POSITION PER DftA411N.S 160A-Z. ANY [NSPECTIf1N GF PLATES FULLONED BY (ij SNALL PF PER ANNEX A] GF TaI1�2aa2 SEC.3. A SEAL ON TNIS ITW Building Components Group��/IC. OaAHING IN�ICATES ACCEVTANCE GF GRUFESSIONAL ENGINEERING RESPONSIBILITV SGLELY FOR THE TAUSS CUMPONENT EaT�}1 L•Ity� MD 63�45 DESIGN SHONN. iME SUITABILIiY AND IISE OF THIS COMPUNENT FOR ANY BUIL�IN6 I1 THE RESPON}19ILItY OF TME HUILOING �ESIGNER PER ANSI/TPI 1 SE[. 2. � 11111lJ/I/� 0 REGlS �-��2 �' - . V�.�� v YC �� O 'o b585 O: Jul ��'0 • � 'o � . � . %��'o�,S' • •. .. •.•��,�� I�. S�oiJi�L�'�.\v� i� LL TC DL BC DL BC LL TOT.LD 1/-/-/R/- 80.0 PSF 12.0 PSF 10.0 P�F 0.0 F�F . 102.0 Pcr- DUR.FAC. 1.15 SPACIN6 24.0" s-ll-I1 � � � E 3 Sr_d e_'-_=1"t_-- REF R7160 =��61�'2 DATE 07j,'��%0:�-- DRW ��oisR��_�,;� e32oi�nr MO-E'VG SL![dl)I � SEQN --230i3� 8 _ _ �REF iTrl i�� oz�� l (20228--DUKE RESIDENCE -20228 - 4868 MEADOW DRIVE VAIL, CO C9) Top chord 2x6 SPF 1650f-1.5E Bot chord 2x4 SPF 2100f-1.8E :B2 2x4 SPF �1/#2: Webs 2x4 SPF #1/#2 :Lt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 1.731' Roof overhang/cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Truss designed for unbalanced snow load based on Pg=80.00 psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. � o-s-o � THIS �WG PREPARED FROM COMPUTER INPUT (LOADS 8 �I��ICNSIONS) SU?11I�'�._f) zY TRI;;� I'� R. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bl-:g, not 1rc,�tEa within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 psf ��in<: BC DL=5.0 psf. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. In lieu of structural panels use purlins to brace all flat TC C=. "4" OC. Deflection meets L/240 live and L/180 total load. Plates sized for a minimum of 3.00 sq.in./piece. K708° 3X4�� 8X8= �.,,,��,,��, - �2-5-0� o R=3325 U=137 W=5.5" RL=162/-89 26-8-0 Over 2 Suppor Design Crit: IRC2006/TPI-2002(STD) PLT TYP. K,18 Gauge HS,Wave FT RT=20% 0%) 10(0) 9.03. �"'WARNING"'� TRIISSES PEOII[kE E:(TREME LARE IN FAgRICATION, HAN�LING. SlIICPING, INSTALL[NG AN� BRACING. REFER TU BCSI (PUIL�ING COMPONENT SAFETY INFORMAiION), PUPLISHEO BV TPI (TPUSS PLATE INSTITUTE. 11H NORTN LEE $TREET, SUITE 312, ALE%AN�RIA, VA. 22]14) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, G300 ENiERPRISE LANE, NApI50N, WI 53J19) FOk $AFEiY PRACTICES PRIGR TO GERFORMING THESE FUNCTIUNS. IINLE55 OiHERWISE IN�ICATEO TOP CHORO SNALL MAVE PftOPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM LHORD SHALL HAVE A PROPERLV ATTACHED RIGID CEILING. ti ��IMPORTANT�'FURNISN A COPV �F iMIS �ESIGN TO iHE INSTALLATION CONTftACTGR. ITN PI1IL�ING LOMPONENTS +� ALP/NE GROtIP, INC. SHALL NOT BE RESPONSIBLE FUR ANY DEVIATIUN FRUM THIS DESIGN: ANY iHILURE TO EIIILD THE TRUSS � iN CUNFORMANCE NITH TGI; OR FABRtCATtNG, HAN�LING, SHIVPINf„ INSTALI]NG 8 BPAC[NG UF TRt155ES. �ESIGN GONF�RMS NITH AVGLICABLE GROViSI0N5 OF NDS (NAT[ONAI �ESIGN $CEC, BV AFdPA) AND TG1. ALPINE LONNECTOR VLATES ARE MAOE OF 20/18/16GA (W.N/55/K) ASTM P653 GRADE 60/60 (W, K/N,SS) GALV. $TEEL. AFPLY PLATES TU EACH FALE OF TRl15S AND. UNLESS OTHERNISE LO[AiED ON TMtS DESIGN, POSITfON PER �RANINGS 160A-Z. � NNY INSPECTION GF PLATES FOLLOHED BY ;ij SNALL PE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON TNIS 17YV Building Components Group.�f1C. ORAWING IN�ICATES ACCEFTANCE GG GROFESSiONAL ENGINEERING RESGONS[BILITY SLLELY FUR THE TPUSS CUMVONENT E&C�1 CIIy� MO ()3O4S OESIGN SHOWN. THE SUITABILITV ANO lISE (1F THI} COMPUNENT FOR ANY BUILOING I$ TME FESFONSIBILITY OF TNE 9UILOING DESIGNEa PER ANSI/TFI 1 SEC. 2. � �� C,O`' •' 0 p �`O � • . g �y. •� �• :O •2 U �:,o . : .� A �� • /�_ i��(�. �� a��/\��\� ��''�iivai; iit�i ��• �m R=2666 U=222 W=� .5" �"C�-/1 TC LL TC DL BC DL BC LL _ TOT.LD. DUR.FAC SPACING / /R/ -- 80.0 P�!= 12.0 PSF 10.0 P�1= 0.0 P�F 102.0 PSF 1.15 24.0" — - �-i-tl � E Sca, e--�=Lrt = -- REF_ R7160 _61�3 DATE 07j;'( /0� DRW ��o.isR�:co c3zui ��- MO-E�VG SL/NUl SEQN ---230,; 9 — JREF 1TTI7_t�OZC�1 m E (20228--DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - C10) lop cnord Zx6 SPF 1650f-1.5E Bot chord 2x4 SPF 2100f-1.8E :B2 2x4 SPF #1/#2: Webs 2x4 SPF #1/#2 :Lt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 1.500' Roof overhang/cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Truss designed for unbalanced snow load based on Pg=80.00 psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. � o-s-o � 7X10= THIS DWG PREPARED FROM COMPUTER INPUT (�OADS 8 DI'�dCNSI0��5) SU?MIf1iJ� IY TRiI;`. n.�-R. 1u5 mpn wtnd, 15.UU it mean hgt, ASCt /-U5, CLUStU bl:g, not lc�c�tEtl within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL°°5.0 p,f. win� BC DL=5.0 psf. Wind reactions based on MWfRS pressures. Right end vertical not exposed to wind pressure. In lieu of structural panels use purlins to brace all flat TC �? �'1'� OC. Deflection meets L/240 live and L/180 total load. Plates sized for a minimum of 3.00 sq.in./piece. 3X4 �� . . . JJVVIJ `IJL� — �}hZ}III 4X6= �2-6-0� o R=3325 U=269 W=5.5" RL=212/-82 26-8-0 Over 2 Suppor Design Crit: IRC2006/TPI-2002(STD) PLT TYP. 18 Gauge HS,Wave FT RT=20% 0% 10(0) 9.03. **WARNING''t* TRIISSES REOUIRE EXTREME LARE IN FpBRICATION, HANOLING. SHIPPING, INSTALIING AND BRACING. REFER TU BCSI (Pll[L�ING COMPONENT SAFETY INFORMATION). PUBLISHE� 9V iP1 (TRUSS PLATE IN>TITUTE. 21H � NORiH LEE STREET. SUITE 312, AI.E%AN�RIA, un, 22314) ANp WTCn (W000 TRUSS COUNCIL OF AMERICn. L300 ENTERPRISE LANE, MA�ISON, NI 53]19) FpR $nFETY PRACTICE$ PRIU0. TU oE0.FORMING THESE FUNCTIONS. UNLESS OiHERWI$E INDILATED i0P CHORO SHA�L MAVE PROPERLV ATTACHE� STRUCiURAL CANELS AI10 90TTON CHORP SHALL HAVE A PROPE0.�Y ATTALHED RIGID CEILING. � � '*IMPORTANT**FUau�sx n coer ov reis oevcrv 10 n�e �rvsrniut�oH coeraaCTCa. �rw eui�o�HC conaoxer�rs � ALP/NE GRt1UP. INL. SHALL NUT BE RESPaNSIBLE FOR ANY DEVIATION FRUM THIS DESIGN; ANY FA[LUftE TO EU1LD THE TRUSS IN CONFURMANCE NITI{ TFI; OR FABRICAT[NG. HAN�LING, SHiPPING, INSTALLING e BRAC[NG OF TRUSSES. OESIGN GONFORMS HITH AVVLICA9LE PROVISION$ IIF NOS (NATiONAL DESIGN SPEC, BY AfdPA) AND TPI. ALPINE CONNECTOR PLATES AFE MA�E OF 20/18/16GA (W,H/SS/K) ASTM A653 f,RADE 60/60 (W, K/H,SSJ GALV. STEEL. APPLY � PLATES TO EACN FACE Of TRIISS AND, UNLESS OTHERWISE LOCATE� ON THIS pESIGN, POSITION PER DRAHINGS 160A-Z. ANY INSPECTI(1N GF PLATES FOLLOWED BY !i) SNAIL PE PER ANNEX A3 GF TPI1-Z002 SEC.J. A SEAL ON TH[S I7W Building Components Group.�I1C. ORANlNG IN�ICATES ACCEPTANCE GF PRUfES5I0NAL ENGINEERIN6 RESF�NSIBILiTY SGLE�Y FUR THE TRUSS CUMGONENT E3I��1 CITy, MO 63045 OESIfiN SHOWN. THE SUITABILITY AN� USE OF TNIS COMPUNENT FOR ANY 9UILDING IS THE RESGONSIBILITV OG THE BUIL�ING �ESIf.NER PER AN$[/TGI 1 SEC. 2. �{illllfJ// (�O\ �•��0�� (O�C i : �' �: 'O ii 2i �� 09 � � i �Q \ O�� •`'. 9 •'••�\��```� ��iisS�ONAt ��Ut��`� 1 R=2665 U=255 W E.5" TC LL TC DL BC DL BC LL TOT.LD. DUR.FAC SPACING -/-/R/- _ 80.0 P�1= 12.0 P�!= 10.0 P�F 0.0 F�I= 102.0 PSI 1.15 24. �,1 c�-i1-11 E � E Sca�e = ?— 1rt--- REF R7160 _61�� DATE --�7'I-'�� c DRW ionsR� �r,a c 3zoi +�: r�o-E��G_ s�!��ii _ _ SEQN 230,3� 0 JREF 1TTI7�.tOZC�1 2 a (20228 —DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - C11) Top chord 2x6 SPF 1650f-1.5E Bot chord 2x4 SPF 1650f-1.5E :82 2x4 SPF #1/#2: Webs 2x4 SPF #1/#2 :Lt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 2.500' Roof overhang/cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load based on Pg=80.00 psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. � o-s-o � 5X12= THIS DWG PREPARED FROM COMPUTCR INPUT (LOADS 8 DI'4CNSIO.NS) SU9HI��r!) [�Y TRU� i�...R. (I) - plates so marked were sized using a Fabrication To��eranc��f C96 and a Rotational Tolerance of 0 degrees. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bl:g, not 1nc,�tEd within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 prf. �r�nC: BC DL=5.0 psf. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bot orn chord 1`vE load applied per IRC-06 section 301.5. Plates sized for a minimum of 3.00 sq.in./piece. MWFRS loads based on trusses located at least 7.50 ft. fr�om roof ecige. 2X41II 5X5 (R) ui 8X$_ SS0619 (B2) (I) = �z-6-o�-0 R=3325 U=277 W=5.5" RL=181/-75 26-8-0 Over 2 Suppor Design Crit: IRC2006/TPI-2002(STD) PLT TYP. 18 Gauge HS,Wave FT RT=20% 0%) 10 0) 9.03 *"'WARNING** TRIISSEi REOIIIHE F%TkEME LARE IN FAERICATION, NANDLINC„ $HIPPINf„ INSTALLING AND PRACING. REFER TO BCSI (P�IL�ING COMPONENT SAFETY INFORMATION). FUPLISHED BY TPI (TPIISS PLATE :NSTIiUiE. 21A NO0.TH LEE STREET. SUITE 312. ALE%ANORIA, VA, 22314) AND LITCA (N00� TRUSS COUNCIL OF AMERICA. L100 `\ ENiERFR[SE LANE. MADISON, WI 53J19) GO0. SAFEiY PRACTICES PRIGR TO PERFVRMING TNESE FUNCiIONS. UNlESS� OTHENWISE INpICATEO TOP CHORD SHALL HAVE PROPE0.LV AiTACHE� STRUCTURAL PANELS ANO BOTTOM CHOR� SHALL HAVE A PROPERLY ATTACHED RIG[D GEII.ING. {�IMPORTANT��FUftNISM P COGY OF THI$ OESIGN i0 iHE INSTALLATION CONTRACTGR. ITH PU[L�ING COMPONENT$ � ALP/NE �ROIIP. INC. iHALL NOT BE RESPONSIBLE G�R ANY DEVIATION FROM TIIIS DES[GN; ANY FAILURE TO BUIL� TME TRl1SS � F T TP � R fABR[CATING HANOLING SNiFGiNG INSTA�LING 6 BRACING OF TRUSSES. IN LDN ORMANCE WI H I. 0 r �ES[GN CUNFURMI HITH AFpLICABLE PRUVISIONS OF NOS (NATIONAL �ESIGN SPEG, BY AFBFA) AN� TP1. AI.PINE � CONNECTOR PLATES ARE MADE OF 20/1B/16GA (W,H/5$/K) ASTM A653 GRAOE 60/60 (N. K/N,55) GALV. STEEL. AGPLY � PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERNISE LUCaTED ON THIS pESIGN, POSITIUN PER DRANINGS 160A-Z. ANY INSPECTION GF PLATES FOLLaNED BV !i) SHALI BE PER ANNEX A3 OF TPI1�2UO2 SEC.]. A SEAL ON THIS ITW Building Components Gioup��llC. DRAN[NG IN�iCATE$ ACCEPTANCE GF PROFESSIONAL ENGINEERiNG RESFONSIBiL[TV SGLELY FpR THE TRUS$ CUMPONENT Earth Ci MO 63045 DE$[GN SHIIWN. THE SUITABILITV ANO USE OF THIS COMPUNENT FOR ANV Bl1IL0ING IS THE RESPONSIBILITY OF iHE �Y� aui�oihe oes��r+ca vca nrus�/rvi i sEC. z. L/'�'4 �,��titin�►,��,�� b� . �I�.��ST '� v : i ��.` p0 G�,� .. <r0� � � %' �� '. �. 26� �;� � o � 'z EY . + • ��` P • • � 0,�. •.�� .• �y� �� I � ♦Y• � `� ��i.`.sS/Ouat Sc.�G.�� R=2665 U=249 W=='..5" CO/-/1/-/-/R/- TC LL 80.0 PSF TC DL 12.0 PSF BC DL 10.0 P�F BC LL 0.0 P�F TOT.LD. 102.0 PSi- DUR.FAC. 1.15 SPACING 24.0" R Q �-i tt 5 -� E $rd e =.?'�,'�Ft REF R7160 61�5 DATE --07j,>( �0� — DRW ��o�i;R��.co c3zoi ��:� MO E.VG SL/N_i)l _ _ SEQN _ 230')CO JREF- 1TTI i_i OLC 1 (20228--DUKE RESIDENCE -2,0228 -- 4868 MEADOW DRIVE VAIL, CO - C12; - __ _ _ Top chord 2x6 SPF 1650f-1.5E Bot chord 2x4 SPF #1/#2 Webs 2x4 SPF #1/#2 :Lt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 1.862' Roof overhang/cantilever supports 2.00 psf soffit load. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Deflection meets L/240 live and L/180 total load. Plates sized for a minimum of 3.00 sq.in./piece. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. � 0-8-0 � THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DC9C�4S1U�N5) SU3M[�TC�I iY TRU.:� II�,R, 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bl�ig, not loc:�tFd within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 p:.f 4inci BC DL=5.0 psf. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bot.om chord 1`ve load applied per IRC-06 section 301.5. Truss designed for unbalanced snow load based on Pg=B?.00 psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. K608= 2X4111 5X8= �2-6-0—�-0 � 19-8-8 Over 2 Support '� R=2617 U=218 W=5.5" R=1933 U=182 W=5.5" RL=150/-68 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. K,Wave FT RT=20% 0%) 10(0) 9.03 **WARNING'* TRIISSES REQUIRE EATREME CARE IN FABRICATION, NAN�LING, SHIPPING. INSTRLLING ANU BNACING. REFER TO BCSI (PIIIL�ING CUMPONENT SAFETV INFORMATI�IN), PUBLISHE� Br TP7 �TRUSS PLATE INSTITUTE, 21H NORTH �EE STREET. $UfTE 312, ALE%ANORIA, VA, 22]10) AND WTCA (WODU TR1155 COUNCIL pF AMERICA. E300 � ENTERC0.ISE LANE. MApfSUN, NI 53J19) FOR SAFFTY PRACTICE$ PRIGR TO PE0.FpRMING THESE FUNCTIONS. UNLESS OTHERMISE INOICATED TOP CHORD SMALL HAVE PROPERLY ATTACHE� SiRUCTURAL PANELS AND BOTTOM CHORO $HALL NAVE A PROPERLY ATTACHED RIGID CEIIING. = ��IMPORTANT��FURNISH A COPY OF THiS OESIGN TO THE INSTALLATION CONTRACiGR. [T4J PUILOING COMPONENT$ � ALP/NE GRO�P, INC. iMAIL NOT BE RESPONSIBIE FOR ANY pEVIATIUN iROM THIS UESIGN: ANY FAIIUHE TU BUI�D THE TRUSS iN CONFORMANCE HITH TCi; 0A FABR[CATING, HANDLING, SHIVPING, INSTA�LING 8 BRACING pF TRUSSES. �ESIGN CONFORMS WITH AVVLICABLE OFOVISION$ OF N�5 (NATIONAL OES[GN SPEC, BY AfdPA) AN� TPI. ALPINE ' CONNECTOR PLATES ARE MAOE OF 20/18/16GA (N.H/SS/K) ASiM A653 GRA�E 60/60 (N. K/H,SSJ GALV. STEEL. APPLY PIATES TO EACM FACE �F TRUSS ANO. I1NLE5$ OTHERWISE LOCATED ON THIS UESIGN, POSITION PER DRANINGS 1fi0A-Z. ANY INSPECTION GF PLATES FOLLONE� BY ;ij SHALL BE PER ANNEY. A3 OF TPI1-2UO2 SEC.3. A SEAL ON THIS ITYV Building Components Group��I1C. DRANING IN'�ICNTES ACCEPTANCE GF GRUGESSiONAL ENGINEERING RESPUNSIBlLITY SGLELY GpR THE TRUSS CUNVpNENT Earth Cit�� MO 63045 �ESIGN SHOWN. THE SUITAEILITV RN� USE OF TH1S CUMPONENT FOR ANY BVILDING IS THE RESPUN5191LIiV OF THE •J� Pl1i��ING �ESIGNER vER AN51/TGI 1 SEC. 2. ,'�1�II11JN/I!/��i � �� EG�s % : irO.�'.• � � U (`'` � 'S' � �� • '�. � • ;O �� z�� 9 Z e� � � � :9p'��s • • •. . • ••'G��i`, �� I/,:S�aniilL��aa�� 4 1�-11 4 � � 1 CO - 1 - - R - L 80.0 P�1= TC DL 12.0 P�F BC DL 10.0 P�F ��_ BC LL .0 P_I 0 , �- TOT.LD. 102.0 P I DUR.FAC. 1.15 SPACIN6 24.0" Sca e =.3";Ft. ------- .^ - REF R7160 �_61,�� DATE _ _07j_,'_C./Oc __ ORW io_isR� �,i c�2oi»-�� MO E��G SL/f�l)li SEQN _230 )G6 _ JREF- 1TTI7_60ZC1� < K (20228--DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - J1 Top chord 2x6 SPF 1650f-1.5E Bot chord 2x4 SPF #1/#2 :Lt Wedge 2x6 SPF 1650f-1.5E: Roof overhang/cantilever supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Plates sized for a minimum of 3.00 sq.in./piece. � 0-8-0 �� THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DI'�C�SIO�NS) S�1'1I�1CP IY TRU: t"R. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bllg, not 1ncn�Ed within 4.50 ft from roof edge, CAT II, EXP C, wind T� DL=5.0 p<;f winc: BC DL=5.0 psf. Wind reactions based on MWFRS pressures. Deflection meets L/240 live and L/180 total load. Unbalanced snow loads have not been considered. MWFRS loads based on trusses located at least 7.50 ft. from rocf eca�. �2-6-G ��`�� 5-2-12 Over 3 Support-s-� R=1266 U=91 W=5.5" RL=119/-61 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT RT=20% 0% 10(0) 9.03. �"'WARNING��' TRUSSES RE4t1IRE EXTREME CARE IN GABRICATION. HANDLING, SHIPPING, INSTA�LfNG AND BRACING. REFER TO ECSI (PUILOING COMPONENT SAFETY INfORMATIUN), PIIPLISHE� 6Y iPl �TPUSS PLATE INSTITUTE. 21P. NORiH IF.E STREEi. SUITE 112, ALE%AN�RIA, VA, 22314J AN� WTCA (W000 TRUS$ COUNClI UF AMERICA. G'1�0 ENTERPRISE LANE, MAOISON, WI 53J19) FpR SAFETY �RACTICES P0.1GR T9 GERFORHING THESE FIINCTIONS. UNLESS OiHENWISE INDICAiEO i0P LNORD SHALL HAVE PROFERLY ATTACHEO STRUCTURAL PANELS AND BOTTOM LHORD SHALL NAVE A PHOVERLY ATTACHED RIGID CEILING. �'IMPORTANT��FURNISH A COPV OF THIS OESIGN i0 THE INSTALLATION CONTRACTGP. ITN PUIL�IN, COMVONENTS ALP/NE GRt1lIP, INC. SHALL NUT BE RESPONSIBLE FOq qNY OEVIATIUN FROM THIS UESIGN; ANV FNII'JkE TU BI11LD THE TRUSS /N CUNF�RMANCE WITH TFI; OR FABRICATING, MANOLING, SHIPGING, INSTALLINf, & BRACING OF Tft11SSES. DESIGN CONF�RMS LIITH AVPLIGA�LE PROyISIONS OF NOS (NATIONAL �ESIGN $PLC, OV AFSvq) AN� TPI. ALPINE CONNECTOR VLATE$ ARE MAOE OF 20/18/16GA (N,H/55/K) ASTM A653 GRADE 40/60 (N, K/H,SS) GALV. STF.EL. APPLY PIATES TU EACH FACE VF TRIISS ANU. 11NLESS OTHEHNISE �OCATEO ON THIS UESIGN, POSITIUN PER DRAWINGS 160A-Z. ANY INSPECTION GF FLATES FOLLONEO BY !i) SNALL BE PER nNNE% A3 GF TPI1-2UO2 iEC.J. A SEAL (IN TH[S ITWBuildingComponentsGroup�lllC. DRAWING IN�ICATES ACCEVTANCE GF FRUFESSIONAL ENG[NEERINf RESPON516iLITY SGLELY FOR THE TRI15S COMPONENT Earth C1� � M� 63�45 �ESIGN SHOWN. 1HE SUITABILITY ANO USE OF THI$ COMPONENi FpR ANY Bll(L�ING IS THE 0.ESPONSIBILITY OF THE Y OUILOING �ESIGNER PER ANSI/TPI 1$EC. 2. 1111/!J/ R=267 U=49 R=69 U=2 \'O�V ' • O � ' • li{I/""i • ,4 ✓ • ` : � �. � O � o. 26� z�� 0 9 :�' • � 4 �� : ��A�•. .' �� n� •�� 0��• \� ``� ��i�sS�OMAt ti�;�� t�1�7 6 0 - 1 C LL TC DL ; BC DL ' BC LL TOT.LD. DUR.FAC SPACING 8 0 ; 12.0 P�,= 10.0 PS; 0.0 P�F 102.0 PS� 1.15 _ 24.0" Sca'e =. �2�"/F_. REF_ R?160 61'1 DATE C7 '_'t /0: DRW �o��isR� �.��a c 3zoi n � MO-EVG SL!f�f)l SEQN _ _230 )!,0 _ JREF 1TTT7�.(��OZC1 (20228--DUKE RESIDENCE 20228 -- 4868 MEADOW DRIVE VAIL, CO - A2' Top chord 2x6 SP 2400f-2.OE :T3, T4 2x6 SPF 1650f-1.5E: Bot chord 2x4 SPF 2100f-1.8E Webs 2x4 SPF #1/#2 :Lt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 1.676' :Rt Slider 2x4 SPF 1650f 1.5E: BLOCK LENGTH = 2.698' Roof overhang/cantilever supports 2.00 psf soffit load. Calculated horizontal deflection is 0.29" due to live load and 0.08" due to dead load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Plates sized for a minimum of 3.00 sq.in./piece. o-a-o � � K616 (B2) (I) = �z-6-�4-0 R=3495 U=294 W=5.5" RL=267/-286 K610= 23-5-4 28-6-8 Over 2 Suppor THIS DWG PREPAREO FROM COMPUTER INPUT (LOADS 8 DI'�CNSIO4S) SU31�Ifii�7 IY 7Ri1;� 1!'�.R. (I) - plates so marked were sized using a Fabrication To'eranc� nf 0'0 and a Rotational Tolerance of 0 degrees. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED b1Jg. not lr�c��ted within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 psf �in;! BC DL=5.0 psf. Wind reactions based on MWFRS pressures. (A) Continuous lateral bracing equally spaced on mem'o:r. Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load based on Pg=3;.00 psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. — 6X6� ZX4� 4X8 (E3) ul o-� o SS0619 (I) =-4 � 2X41II 3X12� 4X12 (E3) � Design Crit: IRC2006/TPI-2002(STD) PLT TYP. K,18 Gauge HS,Wave FT RT=20% 0%) 10 0) 9.03. *`WARNING�* TRIISSES REOUINE E:(T0.EME CARE [N FABRICATION, HANDLING. SHIPPING, INSTALLING AND ERA�ING. PEFE0. TU BCSI (PUILOING COMPONENT SAFETV INFORMATI�N), PUPLISHEO Bv TPI (TRUSS PLATE INSTITUTE. 21H NORTH LEE STREET. $UITE 312, ALE%ANIIRIA, VA, 22314) AN� WTCA (WOOG TRU55 LOUNCII OF AMENICA, 6300 ENTE0.FRISE LANE, MAOISON. WI 53I19) FUR SAFETV PRACTICES GftIGR TO PERFORMING iHESE FUNCTIUNS. UNLESS OTHEkW1SE INpICATEO i0P CHORD SHALI. HAVE PROPERLY ATTACNE� STRUCTIIRAL VANELS AND BOTTOM CHORO SlIA�L NAVE A PROPERLY ATTACHE� RIGID CEILiNG. � �;IMPORTANTk�FIINNISH A COPY OF THIS OESIGN i0 �HE INSTA�lATION CONTRACTGR. ITW PUIL�INf, COMPONENTS ALP/NE �ROIIP, INC. SHAII NOT BE RESG�NSIBLE GOR ANY DEVIATIUN GRUM THIS UESIGN; ANY FA[LJRE TO PIIILD TIfE TRl15S IN ' NF RMRN E HITH TP ' R FABR AT CO V C I. 0 IC ING, HAN�LING, SHiVFING, iNSTALLiNG & BRACING 11G TRlISSES. �ESIGN CONFURNS WITN APPLICABLE PRUVISIONS OF NOS (NATIONAL OE$[GN SPEC, BY AFBPA) ANO TP1. ALPINE CONNECTOR FLATE$ ARE MApE OF 20/18/16GA (W,H/S$/K) ASTM A653 GRAOE 60/60 (W, K/H,SS) GALV. STEEL. A�FIY PLATES TO EACH FACE OF TRUSS ANO. UN�ESS OTHERWISE LOGATED ON THIS UESIGN, P(ISITION cEk DRAWINGS 160A-2. ANY INSPECTIDN OF PLATES FOLLaNEO BY ;i) SHALL PE PER ANNEX A3 OF T{'I1-2002 iEC.3. A SEAL �N THIS ITW Building Components Group� IIIC. �AANING INDICATES ACCEPTANCE UF PRpFESStONAL ENGINEER[NG RESG�NStBILItY SGLELY FOR THE TRl1SS COMG�NENT EaC�h Clry� M� 63Q45 �ESIGN SHOUN. iHE $UITA9ILITY ANO USE OF THIS COMPONENT FOR ANY 6111LDING ]5 iHE RESPONS191L1TY OF THE BUILO[NG �ESIGNER t'ER AN51/TPI 1$EC. Z. °�°z-6-� 5-1-4 R=3362 U=292 W=5.5" { 1 I 11 I N/Ii, _ iC��'t� a G� ,'• �/41 is . �,,,�,�' �+ �. •(Y. C �� .Q� O. T 7�; ' 0 9 .o• ��, � � � � �� •�� o�� `�` �f��i�sS�ONA� ti�G��,� 1 LL TC DL BC DL BC LL TOT.LD. DUR.FAC SPACIN6 8 0 �= 12.0 F�,= 10.0 P`_F 0.0 P�F 1�2.� ��- 1.15 __ 24.0" a � Sca'e =.?"�Ft___ REF_ R7160 = 61��8 DATE--C�'-�� _. DRW �io isR; E�� c �zn� �� __—.._ ..—_ _. _ — —_ . ._ . MO-EVG SL!f�';)l SEQN— —23i!)f 5 - JREF- 1TTI7�_GOZC�1 E (20228--DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - C7) Top chord 2x6 SPF 1650f-1.5E Bot chord 2x4 SPF 2100f-1.8E :62 2x4 SPF #1/#2: Webs 2x4 SPF #1/#2 :Lt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 1.877' Roof overhang/cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Truss designed for unbalanced snow load based on Pg=80.00 psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. � 0-8-0 � THIS �WG PREPARED FROM COMPUTER INPUT (LOA�S 8 �1�41_IJSIUNS) SL�i!41�'Cii !Y TRiI; !- R, 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED b1Jg, not loc��ted within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=°5.0 p:,f. wind BC DL=5.0 psf. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. In lieu of structural panels use purlins to brace all flat TC C? :'4" OC. Deflection meets L/240 live and L/180 total load. Plates sized for a minimum of 3.00 sq.in./piece. K516° 2X4�� 8X8= J J V V 1.l ` U L� - � i� V I I I �z-6-0�-0 R=3325 U=129 W=5.5" RL=173/-93 4X4= 26-8-0 Over 2 Support Design Crit: IRC2006/TPI-2002(STD) PLT TYP. K,18 Gauge HS,Wave FT RT=20% 0%) 10(0 9.03 **WARNING** 1RIlSSEi REOIIINE EATREME CA0.E [N FqBRICATION. HANDIINI:. SHIPPING. INSTALIING ANp ERACING. PEFER Tll flC$I (PUILD[Nf, CU4PONENT SAFETY INFORMAT[UN), PUP�ISHE� BY TFI (TRUSS PLATE INSTITUTE, 21H ; NpRTH LEE STREET, SUITF 312. ALE%ANDRIA, VA, 22314) ANO WTCA (WOUO TkUSS COUNCIL UF qMERICA, G300 � CNiE0.PAISE LANE, MA�ISON, NI 5J]19) FOR SAFETY G0.ACTICES GRIGA Tp �E0.FORMING THESE FUNCiIONS. 11NLESS OTNEHWISC INDICATEO fOP CHORD SHALL HAVE PROPERLY AtTACHE� STPUCTURAL PANELS ANO BOTTOM CHORD SHALL NAVE A PROPERLY ATTACHED RIGIO CE[LING. � ��IMPORTANT''�FIIRNISH A COVV OF THIS OESIGN i0 THE INSTALLATfON CONTRACTGR. IiH PUILOING COMFONENTS ALPINE GROUP. INC. iHALL NOT BE RESPONSIBLE fOR ANV pEVIATIUN iROM THIS DESIGN: ANY FAILIIRE TO 6lliLD TIIE TRIISS � IN CONFORMANCE W1TH TCI; OR FABRICATIN6, NANDLING, SHiVPINC„ INSTALLING 8 BRACING OF TRUSSES. OESIGN CUNFURMS W�TH PPPLICAB�E PROVISIONS OG NDS (NATI�NAL �ESIGN SPEG, BY AF6PA) ANp TPI. ALPINE � CONNECtOR PLATES ARE MADE OF 20/18/1fiGA (LI,N/55/K) ASTM A653 GRApE d0/60 (W. K/H,SSJ GALV. STEEL. APVLY PLATES TO EACH iACE OF TRUSS AND. IINLESS OTHERWISE LUCATED ON THIS UESIGN. POSITION PER DRANINGS 160A�Z. At1Y INSVECTION OF PLATES FOLLaWED BY ;i) SHALL PE PER ANNEX A3 GF TPI1-2002 iEC.I. A SEAL �N TNIS 17W Building Components Group,lne. oaau�r�c txotcnres nccevrnnce cF veovess�a�+n� enc�rveearec aesvoNS�er��rr sc�e�r Fue rHe Tauss cunPUxervr E$Cul Cln', MO 63045 OESIGN SHOWN. THE SUITA9ILITY ANO USE Of iH1S COM�UNENT FOR ANV 9UILDING IS THE RESPUNSIBILITY OG iHE PUILDING OESIGNER vER ANSI/TPI 1 SEC. 2. ��11�� pp+R EG/S ��i� �b. s�• _•. TF.X . �� •� � �• 0 � 'o . 5 0: •�Z J u 1 3D; ' 0 "o •. � Q 9O'�. .' ��; �i �'E' ''•� o��• \� �� i�sS�ONAt ��i�� R=2665 U=219 W E.5" c��-�i�-�-�R�- � LL 80.0 P�1= TC DL 12.0 PSF BC DL 10.0 PSF BC LL 0.0 FSF TOT.LD. 102.0 P51= DUR.FAC. 1.15 SPACING 24.0" ) 7-15 �- < � � a l, I� i � � � I- � _C E Sca-e =.'�-_l��t. __ REF R7160 61�°��9 DATE --C� -�� r_ DRW ��o�isR��_r�:� c�azoi ��• MO-E JG SL,/Pd!)l, . - SE�N - -230_'�: 9 _ JREf- 1TTI?��_GOZCl (20228 — DUKE RESIDENCE -20228 -- 4868 MEADOW DR NE VAIL, CO - B) Top chord 2x6 SPF 1650f-1.5E Bot chord 2x4 SPF 1650f-1.5E :B2 2x4 SPF #1/#2: Webs 2x4 SPF #1/#2 :Lt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 1.500' Roof overhang/cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Truss designed for unbalanced snow load based on Pg=80.00 psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. � 0-8-0 � THIS DWG PREPARED FROM COMPUTER INPUT (LOAOS & DIM[.-'JSIONS) SU9M[flil) iY TRI1: i'�'R. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSE� bl1g, not icc�:ted within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL°5.0 p:,f ��in� BC DL=5.0 psf. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. Truss passed check for 20 psf additional bottom chord live loa�i 'n areas with 42" high x 24"-wide clearance. Deflection meets L/240 live and L/180 total load. Plates sized for a minimum of 3.00 sq.in./piece. 6X12= JJ V V 1 J `U L� - 4X6= �z-6-o�-0 R=3038 U=70 W=5.5" RL=215/-176 23-4-12 Over 2 Suppor Design Crit: IRC2006/TPI-2002(STD) 'LT TYP. 18 Gauge HS,Wave FT RT=20% 0%) 10(0) 9.03 • TRII R %TR M CARE N FABRICATION HAN N, SH �P Nf. N TA WARNING sses aeaui e e e e [ ou c, � i , r s u[rvc Aao eanc�nc. REFEP TO BCSI PU[��ING Cl1MPONENT SAFETY INFORMATfON PUBLISHE� RY Tp] TRUSS PLATE IN T TIITE � �. � s � z�d NURiH tE! STREET. SUIiE 312, ALEXANURIA, VA, 22]14) AND WTCA (HppU TRUSS COUNCIL OF AMEftICA. 4300 ENTER�0.ISE LANE. MA�ISON. NI 5JJ19) FUR $AFETV PRACTICES GRIGR TO FERfIIRMING TMESE FUNCTIONS. UNIESS OiMERW7$E 1NpICAiEO TOP CHORD SHALL HAVE PROPERLV ATTACHE� $TRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE � A PROPERLY ATTACHE� RIGIO LEILING. `� � �TIMPORTANT;�FIIRNISH A COPY OF THIS �ES1GN TO THE INSTALLATION CONTRACTGR. IiN PUIL�ING CONFONENTS +� ,Rp11P, INC, iHALL NUT BE RESGONSIBLE FOR ANY DEVfATION FAUM THIS UES[GN: ANY FAILIIRE TO El11LD THE THUSS � ALP/NE IN CONFURMANCE WITH TC[; OR FABRICATING, HAN�LING, SNIFPING, INSTALLiNG 8 BRACING UF Tk1155ES. � DESIGN CONFORMS WIiN APPLICPBIE PRJVISIONS OF NO$ (NATIONAL �ESIGN SPEC, 9V Af6PA) AND TP1. ALPINE � CONNELTOR PLPTES ARE MA�E OF 20/18/16GA (N,H/S$/K) ASTM A653 GRA�E 40/60 (N. K/H,$$J GALV. STEEL. APPLY � PLATES TO EACH FACE UF TR�55 ANp. UNLESS OTHERNISE LULATED ON THIS OESIGN, POSITIUN FER pRAWINGS 160A�Z. ANV INSPECTIDN fF �LATES FfILLOHE� BY (i) SHALL BE PE0. ANNE% A3 GF TPI1-2002 iEC.I. A SEAI ON iNIS 17YV Building Components Grouq IlIC. DRAHING IN[l1CATE5 ACCEPTANCE GF PROFESSIVNAL ENGtNEERtNG RESPONSI6iLITV SGLELY FUR THE TRUSS CUMPUNENT Earth City, MO 63045 oesteH s��owrv. rxe su�rne��rv nno use oF rN�s conPUNEU. roa ar+r eu��o�rvc �s .�c aESVUr+s�aiiirr oF .Nc BUILOING �ESIGNER FER ANSI/TPI 1 SEC. 2. � � R=2362 U=43 ,,��ti��iii��i,�� ` �.�o. • c�sr ' v % 0�� • L� �� • ♦ � ; � o. 2b5�� a�� o . 9 �'. : ��, : O •. .• t�i � II�`E's��a��• G��1,`�1 ��i�. S�aNAt'��.�� -- -5 0 1 - - R - c- � � 80.0 . TC DL 12.0 P��F BC DL 10.0 P�1= BC LL 0.0 P�1= TOT.LD. 102.0 PS1- DUR.FAC. 1.15 SPACING 24.0" –r- �-6 14 Sca'e-_'_? 1�t_— REF R7160 _61�0 DATE _ _C7'?( /0°- DRW �io�sR��a c�zci �.�� MO-E�'JG SL!fJ!)l� SEQN — —2303;'3 _ JREF 1TTI;_COZ�l � E (20228- DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - CG1 iop cnora �xu �r t4uur-t.ut Bot chord 2x6 SPF 1650f-1.5E Webs 2x4 SPF #1/#2 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Wind reactions based on MWFRS pressures. Unbalanced snow loads have not been considered. Plates sized for a minimum of 3.00 sq.in./piece. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. THIS DWG PREPARED FROM COMPUTER INPUT (�OADS & D[.�1C��SICNS) SU'±11I�iCD !Y TRII: I+ R. Special loads - --(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC - From 185 plf at -3.54 to 185 plf at 7.33 BC - From 4 plf at 0.00 to 4 plf at 0.47 BC - From 20 plf at 0.47 to 20 plf at 7.33 PLT- -265 LB Conc. Load at (2.81,9.71) PLT- 399 LB Conc. Load at (5.64,10.71) PLB- -87 LB Conc. Load at (2.81,8.13) PLB- 114 LB Conc. Load at (5.64,8.13) Right end vertical not exposed to wind pressure. Deflection meets L/240 live and L/180 total load. 4 X 6 III � �E 3-6-7 �d�31i � 7-4-0 Over 2 Support R=1562 U=342 W=7.778" R=754 U=153 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT RT=20% 0%) 10(0) 9.03 *`WARNING*' TRIISSES REOlII0.E EATREME CARE IN FABRICATION, HANDLING, SHIPP7NG, I�STNLLING AND PRACING. REFER TO ECSI (PIIIL�[Nf. COMFONENT SAFETY INFORMAT[ONJ. PUPLISHED Br TP1 �TRUSS PLATE INSTIiUTE. 21N N00.iH LEE STREET. SUITE 312. ALE%ANf1R1A, VA, 22314) AN[) WTCA (HOOD TRUSS COUNCIL UF AMERICA. G300 � ENiERPRISC LANE. MApISON. NI 53J19) FOp SAFETY PRACTICES PRIG0. !p PERGORMING THESE FUNCilUNS. UNI.ESS �THERWISE INDICAiED i0P CrONO SHA�L HAVE PROPEH�V AiTACNEO STRUCTURAL PANEIS AN� BOTTOM CHOP.� SIIALI HAVE A PROPE0.LY ATTACHED RIGID CEIl.ING, ` � `*IMPORTANT**FUervisi n covr oF rnis o[sicm To 1ee �xsra�taliorv coH�ancrce. itw euiio�rvr, conror+exis ALP/NE GaOUP. INL. SHALL Nt1T BE RESPONS[BLE fU0. ANV DEVIATION FRI1M THIS UESIGN; ANY 1AILlI0.E TU EUILD THE TNIISS IN Ll1NFpRMANCE WITH TP1; OR FABRICAT[N6, HANOIiNG, $HiVV]NG. INSTALLING 6 BRAC[NG OF Tp�ISSES. DESIGN GONFORM$ NITH APPLILA�LE PROVISIONS OF NOS (NATIUNAL OESlGN $PEC, BY AGBFA) AND iPl. ALPINE � CONNECTOR FLATE$ ARE MApE OF 20/18/16GA (W.H/SS/K) ASiM A653 GRAOE 40/60 (W. K/H,SS) GALV. STEEL. AvPLv PLATES TO EACH FALE OF TR�SS AND, UNLESS OTHERNISE IOCATED ON TNIS pESIf,N, POSITIUN PER DRAWING> !6f1A�Z. ANY INSPECTION GF PLATES FOIIONED BY (i) SHALL PE PER ANNE% A3 fF TP[1-2002 $EC.3. A SEAL ON THIS ITYY BuildinLg!C�omponents Group,lne. oanw�HC �xo�cnres nccevlancc ur PauFESSronni ENC�Heea�ne aESVOws�e��rr sc�e�r rors 1r+e .auss convoncn. ��, E3T�IIl.lty, MO 63045 OESIGN $HVWN. iHE $UITpBIIITV AND U5E OF THIS COMPUNENT FOR ANV 9UIL�ING IS THE RESFONSIEILITV OF THE i BUfLDING OESIf.NER PER ANSI/TVI 1 SEC. 2. �1lI1/////� 0 REG/ .��... s '�O� � V �( • �� ~� P �• p • 'Q O• J�ul� 2�: 09 �• • � •••• ♦� ��` il��'� � � � � s � ��A�� i�. S�dNAtti�.�1�� 3- 2 3 CO 1 L TC DL BC DL BC LL , TOT.LD. DUR.FAC SPACING -/-/R/- _ 80.0 P�= 12.0 F�F 10.0 P�1= 0.0 FS�- 102.0 PCr 1.15 24.0" S c a' e=_' " L F t_--- REF R7160 =61;1 DATE 07; _'� /OS �RW 10,I�R7;G0 C3201 �]- MO_E'dG SL!�l_i)I _ _ SEQN _ 230��t�6 JREF 1TTI7_(OZC1 (20228--DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - C1) Top chord 2x6 SPF 1650f-1.5E :T4 2x4 SPf #1/#2: Bot chord 2x6 SP 2400f-2.OE :B2 2x6 SPF 1650f-1.5E: Webs 2x4 SPF #1/#2 :Lt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 1.500' Special loads -- - -(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC - From 187 plf at -2.50 to 187 plf at 5.23 TC - From 187 plf at 5.23 to 187 plf at 21.77 TC - From 187 plf at 21.77 to 187 plf at 24.73 TC - From 187 plf at 24.73 to 187 plf at 26.67 BC From 4 plf at -2.50 to 4 plf at 0.00 BC - From 8 plf at 0.00 to 8 plf at 0.33 BC - From 20 plf at 0.33 to 20 plf at 26.67 TC - 267 lb Conc. Load at 6.06, 8.06, 10.06, 12.06, 13.50 14.94, 16.94, 18.94, 20.94 BC - 755 lb Conc. Load at 5.18, 21.82 BC - 69 lb Conc. Load at 6.06, 8.06, 10.06, 12.06, 13.50 14.94, 16.94, 18.94, 20.94 Deflection meets L/240 live and L/180 total load. USE SIMPSON HANGERS INSTALLED PER MANUfACTURER'S SPECS., SIZED FOR MAGNITUDE AND ANGLE OF TIE-IN LOAD AND TO FIT CARRYING/TIE-IN MEMBER DEPTH AND/OR WIDTH. � 0-8 0 � 4X6 (C6) ° 4X6 (C6) ° THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & OI��CVS[045) SU9!1IC'C] iY TRU�: "�R. 2 COMPLETE TRUSSES REQUIRED = �y Nailing Schedule: (lOd_Box_or_Gun_(0.128"x3",_min.)_n;ils) Top Chord: 1 Row @ 5.75" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bL;g, not loc�3ted within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 psf wind BC DL=5.0 psf. Wind reactions based on MWFRS pressures. Roof overhang/cantilever supports 2.00 psf soffi± loa:. In lieu of structural panels use purlins to brace all f?at TC Cs�:'4" OC. Plates sized for a minimum of 3.00 sq.in./piece, Bottom chord checked for 10.00 psf non-concurrent bot':orn chord 1 ve load applied per IRC-06 section 301.5. 8X8 2X41II 3X5= 8X8 8X12°K516= �' 6 8X8� � r� 8X8° �... . . . ; �z-6-o�-0 I 5-2-12 I 16-6-8 ,I, 7-11-8 I1-11-a� R=5613 U=713 W=5.5" 26-8-0 Over 2 Support Design Crit: IRC2006/TPI-2002(STD) PLT TYP. K,Wave FT RT=20% 0%) 10(0) 9.03 *"WARNING** TRUSSES REOUIRE E%TftEME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REfER TU BCS1 (Pl1tL�IN6 COMP�NENT SAFETV SNFORMATION), PIIBLISHEO BY iP] �TRUSS PLATE IHSTITUTE, 218 NORTH LEE STREET. SUITE 312. ALE%AN[IRIA, VA, 22J1<) AN� WTCA (WUOD TRUSS Cf1UNCIL 0( AMERICA. G3�0 � ENTERPRISE LANE, MADISUN, WI 53]19) iUR SAFEiV PRACTICES GRIGR T�) PERFORMING THESE fUNCT10NS, IINLCSS OiHERNISE INpICATED TOP CHORD SHALL HAVE FROPERLY ATTnCHED SiRUCTUHAI PANELS AND BOTTOM CHORD SflAll NAVE A PROPERLY ATTACHED RIG[D CEILING. ��IMPORTANT��Fl10.NISH A COPV OF THIS OESIGN TO THE INSTALLAiION CONiRACTGR, IiW BUIL�ING COMPONENTS '� ALPINE �'R��P. INC. SHALL NOT BE RESPONSIBIE FOft ANV DEVIATION FROM THIS UES[GN; ANV FA[LUHE TO pI11LD TlIE TNUSS IN CUNFUAMANCE LIITN TPI; OR FABRICATING, HANpLING, SH[PGING, iNSTqLLINf, B BRACING OF TkI15SES. �ESIGN CONiURMS VITN APPLICANLE PROVISIONS OG NOS (NATI�NAL DESIGN $PEC. BY A4floA) AND TPI. ALPINE CONNELTOR FLATES ARE MAOE OF 2(1/18/16GA (N,H/SS/K) ASTM A653 GRAOE 60/60 (W. K/H,SS) f.ALV. SiEEL. APVLY P�ATES T� EACH FAf.E UF TRUSS ANII. UNLESS OTHERNISE LIJCATED lIN TH[$ UESIGN, POSITION PEft DRAWINGS 160A�Z. ANV INSPECTION OF PLATES FOLLONEO 9Y !i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.]. A SEAL ON THIS ITYY Building Components Grouq �1IC. ORAHING INpICATES ACCEVTANCE GF >RUfESSiONAL ENGINEERINf RESPONSI67LITY SGLELY FpR THE TRUSS COMGpNFNT �,•arth L•1t�� MQ 63045 OESIGN $I�OWN. iHE SUITPBILITY AND USE OF TNIS CUMPONENT i0R ANY BUIL�ING IS iHE IiESFON51o1LIiT OF TNE 'J+ BlI1L�IN6 DESIGNEA PE0. ANSI/TPI 1$EC. 2. ,1�It1irlJ�Nl��,�i bR�, .�a �G�ST'��. .. 1rO, .♦ v d� ��` � • • � .285�5z�O:o9 � �Q • • /i_ ♦ � �I��' �� a��G\�`�� i�sS�ONAL ��.�� R=4911 U=614 W-E.5" CO/-/1 TC LL TC DL BC DL BC LL _ TOT.LD. DUR.FAC SPACING /-/R/ - 8�.� ��F 12.0 PS!= � O . O P C � 0.0 P�F 102.0 P�i- 1.15 24.0" - - - � -f� �� i� R R E - �-� � r_a e --=1 t =-- REF R7160 :61�2 DATE __07;_;'C;/0� DRW �io�isR��c,�� c3zo1�� MO_EJG SL/fdl)l:- - - SEQN 231)(2 JP,EF- 1T7;� _� 0�C.1 (20228--DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - A1) Top chord 2x6 SP 2400f-2.OE :T3, T4 2x6 SPF 1650f-1.5E: Bot chord 2x4 SPF 2100f-1.8E Webs 2x4 SPF #1/#2 :Lt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 1.676' :Rt Slider 2x4 SPF 1650f-1.5E: BLOCK LENGTH = 2.698' Roof overhang/cantilever supports 2.00 psf soffit load. Calculated horizontal deflection is 0.30" due to live load and 0.08" due to dead load. See OWGS A11015050109 & GBLLETIN0109 for more requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Plates sized for a minimum of 3.00 sq.in./piece. 0-8-D � � K610= 4X8% 4X6% 4X8% � � _/la ( K616 (B2) (I) = �z-6 �-o 4X8= K610° THIS DWG PREPARED FROM COMPUTER INPUi (�OADS & OI'4GYSIONS) SU?Mtf".CI? �Y TR:1- I'��R. (I) - plates so marked were sized using a Fabrication io eranc� ��r �;� and a Rotational Tolerance of 0 degrees. 105 mph wind, 15.00 ft mean hgt, ASCE 7 05, CLOSED bl,g, Located anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, ��,ind BC DI-=".0 psf . Wind reactions based on MWFRS pressures. Gable end supports 8" max rake overhang. (A) Continuous lateral bracing equally spaced on memb r. Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load based on Pg=9J.00 psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. ' 6X6 (R) �ii —� 6 4X6� �a� 3X4lil 6X8� �A T4 4X8� • : 23-5-4 28-6-8 Over 2 Suppor 4X8 (E3) �� SS0619 ( I ) ° 4 � � 3X12� 4X12(E3)� °�z-6-m1 5-1-4 R=3495 W294 W=5.5" RL=267/-286 Note: Al1 Plates Are 2X4 Except As Shown. Design Crit: IRC2006/TPI-2002(STD) PLT TYP. K,18 Gauge HS,Wave FT RT=20% 0%) 10(0) 9.03. *�WARNING''t` TRlISSES REOl1SRE ExTREME CARE lN FABRICAiI�N, HANOLIN(:. SHIPPING. INSTALIING AND ERACING. � REfER TO BCSI (PUILOING LOMPONENT SAFETY INfORMATIUN), PVBLISNEO BV TPI (TRUSS P!ATE INSTITUTE, 21H � NORTH LEE STREET. SUITE 312, ALEXANOftIA. VA, 22314) ANO HTCA (NOOG T0.USS COUNCIL UF AMERICA, 6300 ENiENFR[SE LANE, MAOISON, WI 5J]19) FOR $AFETV PRACT[CES �RIfi0. TO PERFORMING iMESE FUNCTIfINS. UN�ESS Ot11ERWISE INpICAiEO TOP CNORp SHALL NAVE PROPERLV ATTACHE� STRUCTUHAL PANELS AN� BOTTOM CHOR� SH/.LL NAVE A PROPERLY ATTACHED RIGID CEILING. � � **IMPORTANT**FUaH�sH n coar or rnis oESicr+ ro rnc ixsla��nttoH cOr+raacrca. �rw aui�oinc [onaon[xrs � ALPINE GRUIIP, INL. iMALL N�T BE RESPONSIBLE FUR aNY DEVIRTION FRUM TNIS UESIGN: ANY FAiIUNE T�) Bl1ILD TME THIISS IN CONFORMANCE W[TH TGi; 00. FABRICATING, HANDIING, SHIGVIN6, INSTAL�ING & BRAGING OF TRUSSES. DESIGN C�NFIIRM) uITH APPLICABLE FROVISI(IN1 OF N�S (NATIUNAL OESIGN SPEC, 9V AFBPA) AN� TP1. ALPINE CONNECTOA PLATE$ ARE nADE OF 20/18/16GA (M,H/5S/K) ASTM A653 GRApE <0/60 (N. K/H,SS) GALV. STEEL. AVPLY PLATES TO EACH FACE OF TRUSS ANU. UNLESS OTMERNISE LUCATE� ON THIS VESIf,N, POSITION PEN DRAWINGS 160A-Z. � ANV INSPECT30N OF PLATES FtILLOWED BY ;Y) SHALL PE PER ANNE% A3 GF TP[1-2002 iEC.3. A SEAL ON THIS ITWBuildingComponentsGroup��I1C. DRANINI'. INIIICATES ACCCPTA�'CE Gf GRpFE5510HAL ENGINEER[NG RESPONSIB[LITY $GLELV FUR THE TPUSS CUMGONENT Earth City, MO 63045 oES�crv sNOwr�, txE su�rneiii�v nNO usE or Txis conauncnl roR nrvr aui�oix� is rNE RESroNS�ei�irv oF rHc sui�oiHe oes�eHea vea nHSi�rvi i sec. e. R=3362 U=292 W=5.5" Ifi1J/ � O�,V •�- U _�� 1 ��ta. 'qs . O •� `• • O� • .26� • �.�o � Z • • � • Qr ��n -��'• •��•\��`� ��I� `� S � 0 N A L ��; � � � �� 0 8 0 � � 1 CO - 1 - R -__ TC LL 80.0 P�I � TC DL 12.0 P�F BC DL 10.0 P�1= ; BC LL 0.0 Fc� TOT.LD. 102.0 FSF DUR.FAC. 1.15 _ SPACING 24.0" �� Sca-e =_?"1Ft____ REF R7160 `61�3 DATE 07/:'(�/0� DRW �io�isR� _�s;� c 3zoi �i,� MO-E'JG SL/flUl SEQN --23' �� 1 - JREF ? TTI ( OL( 1 (20228 - DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - A3; Top chord 2x6 SP 2400f 2.OE :T3 2x6 SPF 1650f-1.5E: Bot chord 2x4 SPF 2100f-1.8E :B1 2x8 SP 2400f-2.OE: Webs 2x4 SPF #1/#2 :Rt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 2.698' Special loads ------(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC - From 187 plf at -2.50 to 187 plf at 8.03 TC - From 187 plf at 8.03 to 187 plf at 12.83 TC - From 187 plf at 12.83 to 187 plf at 20.51 TC - From 187 plf at 20.51 to 187 plf at 31.04 BC - From 4 plf at -2.50 to 4 plf at 0.00 BC From 208 plf at 0.00 to Z08 plf at 0.33 BC - From 220 plf at 0.33 to 220 plf at 11.44 BC - From 20 plf at 11.44 to 20 plf at 23.44 BC - From 21 plf at 23.44 to 21 plf at 28.21 BC - From 8 pif at 28.21 to S plf at 28.54 BC - From 4 plf at 28.54 to 4 plf at 31.04 Truss designed for unbalanced snow load based on Pg=80.00 psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. 4X6 % USE SIMPSON HANGERS INSTALLED PER MANUFACTURER'S SPECS., SIZED FOR MAGNITUDE AND ANGLE OF TIE-IN LOAD AND TO FIT 4X6 � CARRYING/TIE-IN MEMBER DEPTH AND/OR WIDTH. �j 6 r 0-8 0 � T Bl 4X8 (A1) = 4X4111 R=5318 U=483 W=5.5" RL=267/-286 THIS DWG PREPARED fROM COMPUTCR INP�T (LOADS & DI°9CVSI045) SU3MI(I_7 FY TR!1>� I' R. 2 COMPLETE TRUSSES REQUIRED = �� Nailing Schedule: (lOd_Box_or_Gun_(0.128"x3",_min.)_n;i�s) Top Chord: 1 Row @ 9.50" o.c. Bot Chord: 1 Row @10.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED blig, not lnc��ted within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL 5.0 psf. u-ind BC DL=5.0 psf. Wind reactions based on MWFRS pressures. Roof overhang/cantilever supports 2.00 psf soffit loai. Deflection meets L/240 live and L/180 total load. Plates sized for a minimum of 3.00 sq.in./piece. 6X6° 5X5� T3 4X8� 2 X4 III 6 � 3X8� _ 2X4s K610° 5X8= 8-6-8 Over 2 Supports SS0619° 4X8 (E3) � 4X8(E3) III �2 6 m�1-0 0 �. .6 0� � 12-10-0 I 15-8-8 R=3827 U=3 8 W=5.5" (� 23-5-4 T 5-1-4 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. K,18 Gauge HS>Wave FT RT=20% 0%) 10(0) 9.03 �'�WARNING`* TRIISSES PE011INE EATREME f.ARE IN FA6RICFlTI(JN, HANOLIM1G. SHIPPING. INSTALLING AND BRACING. REFER TO BCSI (PlIILOING COMPONENT SAFETV INFORMAtION), PUPLISHEO B� TPI (TRl1SS PLATE INStITIITE. 21H ; NORTH LEE STREET. $IIfI'E 312, ALE%ANf1RIA, VA, 22114) AND WTCA (W000 TR1155 COUNI;IL pF AMERICA, G300 ` ENTERPRISE LANE. MAO[$ON. WI 53]19) FOR SAFEiM PRA(TICES PRI(iR iiJ PERFORMING THESE FUNCTIONS. UNLESS � O7NEHWISE IN�iCATEO fOP CNORD SHALL HAVE PROPERLY ATTACME� SiRUCTURAL PANElS ANp 90TTOM CHOAp SHALL NAVE A PftOPERLY ATTACNE� RIGID CEILING. ��IMPORTANT��FUNNISH A LOFV OF iHIS OESIGN 10 iHE INSTALLNTION CONTRACTGP. ITN BUILOING COMVONENTS � ALP/NE CROUa, INC. SHALL NOT BE RESPaN51BLE i�R ANV DEVIAT[UN GROM TMIS UESIGN; ANY FAIL�RE TO EUILD THE TRUSS � IN CONFUAMANCE NITH TPt; OR FABRICATING, MANDIING, SHIPPING, iNSTALLIN6 B BRACiNU UF TRUSSES. � �ESIGN CONFURM$ WIiH APPLICABLE 1'ROVISION} OF NpS (NATIONAL �ESIGN SPEC, BY AFdPA) AND TF1. ALPINE � CONNELTOR PLATES ARE MA�E OF 20/18/16GA (t1,H/$5/K) ASTM A653 GRA�E d0/60 (M, K/H,SSj GALV. STEEL. AFPLY PLATES T11 EALH FA[E OF ipU55 AND, UNLE55 OTHERWISE LOf.ATEO ON TH[S UESIGN, P�SITIUN PER DRANINGS 160A-Z. ANV INSPECTION OF 4'LATES Ft1LL�NED BY !i7 SHALL BE PEk ANNE% A3 GF TP11�2002 iEC.I. A SEAL �N THIS ITW Build-lin�g Components Group� IIIC. ORAWING INOICATE$ ACCEPTANCE GF GROFESSiONAL ENGINEERING RESPONSIBILiTV SGLELY FOR THE TRUSS CUMFONENT E0.IL11 CISy, MO 63045 OESIGN SNUWN. iHE SV:TABILITY AND USE OF iN15 COMPUNENT FUR ANY 9tI1L�ING I$ THE FESFpN$IBILIiY �JF THE BUIlOING �FSIGNER v[k nNSi/TGI 1 SEC. 2. ,,�\I1{1lIJ/1l///��f �� bo RFCiS�.F �a .� `p, . .� Q � V •M� � • � •, �"p � . 585 O: ��$ J u t aD� ' c 9wo . �� 0� '•...9..•' `�'�\ '��l�ss��i�%�1. ��a\�,``� 1 CO - 1 - - R - C 80.0 PSr L 12.0 PSF BC OL 10.0 PSF : BC LL 0.0 P�F TOT.LD. 102.0 PSF DUR.FAC. 1.15 SPACING 24.0" �� J-3 0 _� _� E S c d-�� e-? '_L F t_- -- � REF R7160 _6151 DATE 07/'( /0� DRW ��o:isR��.�;o c�2��1 �� MO EJG SL!fdUl SEQN --23,.-_-_ 7 - JREF 11TI7 �_E�OL(�1 (20228--DUKE RESIDENCE -2a228 -- 4868 MEADOW DRIVE VAIL, CO - A4) Top chord 2x6 SP 2400f-2.OE :T3, T4 2x6 SPF 1650f 1.5E: Bot chord 2x4 SPF 2100f-1.8E Webs Zx4 SPF #1/#2 :Lt Slider 2x4 SPF #1/�Z: BLOCK LENGTH = 1.676' :Rt Slider 2x4 SPF 2100f-1.8E: BLOCK LENGTH = 2.350' Roof overhang/cantilever supports 2.00 psf soffit load. Calculated horizontal deflection is 0.28" due to live load and 0.08" due to dead load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Plates sized for a minimum of 3.00 sq.in./piece. � o-a-o � 6 � 4X8�� / K616 (B2) (I) ° �2-6-0� o R=3483 W296 W=5.5" RL=222/-257 4X6% 2X41II 5X5% THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIi4CNSI0N5) SU3MI�ISU !Y TRiI; I'� R. (1) - plates so marked were sizea using a rabrication ioierancc or u;o and a Rotational Tolerance of 0 degrees. 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED blzg. not 1cc+itEc within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 p f wind BC DL=5.0 psf. Wind reactions based on MWFRS pressures. (A) Continuous lateral bracing equally spaced on memb.r. Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load based on Py-8i.00 psf, Ct=1.10, Ce=1.00, CAT III & Pf=67.76 psf. K610= 5X5 (R) iii T3 (A) K312= 7X6= K610° 3-7-4 28-2-8 Over 2 Suppor Design Crit: IRC2006/TPI-2002(STD) PLT TYP. K,18 Gauge HS,Wave FT RT=20% 0%) 10(0) 9.03. ��WARNING** TRl15SE5 REDUIHE EMTREME CARE IN FABRILATION, HAND�IN<;. SHIPPING. INSTALLING AND BRACING. REFER TO BCSI (PUIL�ING COMPONENT SAFETV INFORMATIaNJ. PIIBLISHED BY TCI �TRIISS PLATE IN�TITUTE. 21H NURTH LEE STREET, SUITE 312. ALEXANOR[A, VA, 22314) AND HTCA (W00� TRUSS COUNCI� OF AMEkICA. G300 ENTERPRISE LFNE, MAOISUN, WI 53119) �OR SnFET7 FRACT[CES PRIGF TU FERFORMING THESE FUNCTIONS. UNLESS OTHEftNISE INDICATEO TOP CHORD SHALL HAVE PROPE0.�Y ATtACHED StRUCTURAL PANELS AND 60TTOM CHORO SHALL HAVE A PkOPERLY ATTACHED RIG[D CEILING. � ��IMPORTANT�'FURNISH A COPY OF THI$ �ESIGN TO TNE INSTALLATION CONTRACTGR. ITW BUIL�ING COMPONENT$ .,�. ALPINE GROUP, INC. $HALL NUT BE RESPONSIBLE FUR ANV DEVIAt1UN FROM THIS DESIGN; ANY FAILIINE TO BUIL� THE THIISS R AT NG HANDLING SHIPPING INSTALLING BRA' NG F TRII�SES. IN CONFpRMANCE NITM TPI; OR FAB iC I. , . B CI U . OESIGN CONFORMI HITH APPLICABLE PROVISIONS OF N�$ (NATIUNPL DESIGN SPEC, BY AFBPp) ANp TPI. /LPINE CONNECTOR FLATES ARE MAOE OF 24/18/16GA (W.H/SS/K) ASTM A653 GRAOE a0/60 (W, K/H,SS) GALV. STEE�. APVLY PIATE$ TO EACH FACE UF TP�55 ANU. UNLESS OTMERMISE LVCATED ON THIS OESIGN, POSITION PEft DRAWINGS 160A-Z. ANV INSPECTION GF PLATES FaIIONED BY ;i) SNALL PE PER ANNEX A3 OF TPI1-2002 SEC.I. A SEAL ON THIS ITYV Building Components Group��llC. �RAMING IN�ICATES ACCEPTANCE GF PROFESSiONAt ENGINFERiNG RESPONSIBILITY SGLELY FUR THE TRUSS COMVONENT Earth Cit MO 63045 oes�cN sHOwn. rNe su�*ne�i-i�r nHO usE ov rn�s convunEx. �oa nnv au��ocHC is rHE aESVUNSiniiirr nF rNc Y� BUIIDING OESIGNER PER AN51/TGI 1 SEC. 2. � 4X8� 7X6� �i —' 6 6X6� �A� a 4X12� 2X4� � � 4 o i o 0 SS0619(I)° � 2X4��I 3X8 ( 3) �u ,V�v'r1. � � '�5�. �tJ � � �� • � � .� a. 63�� z�� 0 9 "a '. •' 4'� (�� •� � V ` �O�E` �� o�� \� ��` ��i�sS�ONAL ��.�� 4X12 (E3) = 4-9-4 ' R=2831 U=="t33 1J=5.5" 0 - 1 - - R - LL 80.0 P�F TC DL 12.0 PSF BC DL 10.0 P�F BC LL 0.0 PSF TOT.LD. 102.0 P�F DUR.FAC. 1.15 _ SPACING 24.0" 8g< Sca'e =—'=1-t_-- REF R7160 =61`_�� DATE .— —��'-�� l - DRW ��o�isR��_��:i ca2oi�� MO-E`JG SL/f;!ll_ _ SEQN _ _23::__6 - JREF 1TTI7'_EOZ(1 « R < E 20228--DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - AS) Top chord 2x4 SPF #1/#2 Bot chord 2x10 SP 2400f-2.OE Webs 2x4 SPF #1/#2 Special loads -(Lumber Dur.Fac.°1.15 / Plate Dur.Fac.=1.15) TC - From 187 plf at 0.00 to 187 plf at 12.83 TC - From 187 plf at 12.83 to 187 plf at 22.25 BC - From 8 plf at 0.00 to 8 plf at 0.33 BC - From 20 plf at 0.33 to 20 plf at 22.25 BC - 4150 lb Conc. Load at 14.76 BC - 2362 lb Conc. Load at 16.23, 18.23, 20.23 Wind reactions based on MWFRS pressures. Deflection meets L/240 live and L/180 total load. USE SIMPSON HANGERS INSTALLED PER MANUFACTURER'S SPECS., SIZED FOR MAGNITUDE AND ANGLE OF TIE-IN LOAD AND TO fIT CARRYING/TIE-IN MEMBER DEPTH AND/OR WIDTH. Bottom chord ch load applied pe � 0-8-0 � 4X12 (B3) ° "��"" o�-o I_ 12-10- R=5050 U=458 W=5.5" THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMCNSIONS) SU311IilCU iY TRU�'�II�R. 3 COMPLETE TRUSSES REQUIRED - �-. Nailing Schedule: (lOd_Box_or_Gun_(0.128"x3",_min.)__n:ils) Top Chord: 1 Row @ 8.75" o.c. Bot Chord: 2 Rows @ 5.50" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal sp:cing between rows and stagger nails in each row to avoid s litting. 105 mph wind, 15.00 ft mean hgt, ASCE 7 05, CLOSED blig. Located anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, �,ind BC D�=5.0 psf. Right end vertical not exposed to wind pressure. Plates sized for a minimum of 3.00 sq.in./piece. 6X6= 6X6� J /\ J - � ....---- .,.,.,.,�, �,,, ... .,,,_� K3121II i o_G_n I 22-3-0 Over 2 Suppor Design Crit: IRC2006/TPI-2002(STD) PLT TYP. K,18 Gauge HS,Wave fT RT=20% 0%) 10(0) 9.03. �*IiARNING*� TRUSSEi PEQU[RE E%TREME CARE IN FpBRICATION, HANDLING, SHIPPING, INSTALLING AND ERACING. REFER TO ECSI (BJILOING LUMPONENT SAFETY INFORMATIONj. PUBLISNEO BV TPI �TRUSS PLA?E INSTITl1TE. 21B Nl1RTH LEE $TREEi. S11[TE 312, AlE%AN�NIA. VA. 22J14) ANU WTCA (W00p TRUS$ COUNCIL UF AMERICA, G300 ENTERPRISE LANE. MA�ISON, WI SJJ19) Fp0. $AFETY P0.ACTILES GPIG0. T�) FERGORMING �HESE FUNCTItIN$. UNI.ES$ OTHERWISE 1N�ICAiEO TOP CHORO SHALL HAVE FROPERLY ATTACHED STRUCTUftAL PANELS ANO BOTTOM CHORO SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. ti ��IMPORTANT��GUNNISH P COVV OF THI$ �ESIGN TO THE INSTALLATION CONTRACTG0.. ITW BUILDINf, COMPONENTS ALPINE GROUP. INC. SHALL NOT BE RLSPONSIBLE FOR ANV DEV[ATION GROM THIS DESIGN: ANV FAIIIIRE TO B113L� THE TRUSS ~ [N CUNFURMANCE NiTH TGI; OR FABR(CATING. HANOLING. SNIFFING, INSTALLING B BRACING OF TRUSSES. �. OESIGN CONFORMI WIiH ACPLICABLE PROVISIONS OF N�$ (NATIONAL DESIGN SFEC, BY AFBPA) AN� TFi. ALPINE r LONNECTOR FLATES ARE MAOE OF 20/18/16GA (N,N/SS/K) ASTM A653 GRApE 40/60 (W. N/H,SS) GA�V. StEEL. AGPLY PLATE$ 1U EACH FALE UF TRUS$ ANU. UNLE55 OTNERNISE LUCATED ON THIS pESIGN. POSITfON PER DRANINGS 160A-Z. ANY tNSPECTION OF PLATES FOLIONED BY !1J SNALL BE PER ANNE% A3 Of TP[1-2002 iEC.3. A SEAL aN THIS 17YY Building Components Grouq IIIC. DRAW[NG IN�ICATES ACCEPTANCE GF PROFESS?ONAI ENGINEERING RESP�NSIBiLITY SGLELY �UR TNE TRUSS CUMPONENT Earth Ciry, MO 63045 OES[GN $NUNN. TNE SUITABILITY AN� �SE OG THI$ CVMPONENT fOR ANY BUILDING IS TME RESPONSI9IL]TY OF THE BUfL�ING OESIGNEF �ER AN51/TPI 1$EC. 2. . � � R=10783 U=977 W=5.5" �i \ O�Y �/'� .•' G . �u � i � � V 'O o � �' � o � : . 4 � � ��; A.� ��. �On '•�� 0��• `��``` '��.�s s� o r� A L ti� �� ti�` 0 - 1 - - R - LL 80.0 PSF _ TC DL 12.0 PS1= � BC DL 10.0 PS� � BC LL 0.0 PSr � TOT.LD. 102.0 P�F DUR.FAC. 1.15 SPACING 24.0" 7 1 �` 2- -8 Sca e =.3"1Ft____ REF R7160- =61�5 DATE C7/;'_(�/0� DRW ��o�isR� �.E„� c 3zui ��: MO-E'JG� SL/NUI� SEQN _ _232_'��4 - JREF 1T7I7.�O�L1 m < F (20228--DUKE RESIDENCE -20228 -- 4868 MEADOW DRIVE VAIL, CO - C13) Top chord 2x6 SPF 1650f-1.5E Bot chord 2x6 SPF 1650f-1.5E Webs 2x4 SPF #1/#2 :Lt Wedge 2x4 SPF #1/#2: Special loads ------(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC - From 187 plf at -2.50 to 187 plf at 5.23 TC - From 187 plf at 5.23 to 187 plf at 19.71 BC - From 4 plf at -2.50 to 4 plf at 0.00 BC - From 8 plf at 0.00 to 8 plf at 0.33 BC - From 20 plf at 0.33 to 20 plf at 0.79 BC - From 8 plf at 0.79 to 8 plf at 19.71 TC - 267 lb Conc. Load at 7.29, 9.29, 11.29, 13.29, 15.29 17.29 BC - 824 lb Conc. Load at 5.26 BC - 69 lb Conc. Load at 7.29, 9.29, 11.29, 13.29, 15.29 17.29 Roof overhang/cantilever supports 2.00 psf soffit load. Deflection meets L/240 live and L/180 total load. USE SIMPSON HANGERS INSTALLED PER MANUFACTURER'S SPECS., SIZED FOR MAGNITUDE AND ANGLE OF TIE-IN LOAD AND TO FIT CARRYING/TIE-IN MEMBER DEPTH AND/OR WIDTH. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. � o-a-o � THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 �I'1[.NSIONS) iU9�lf'�-'1 fY TR�iI I' R. 2 COMPLETE TRUSSES RE�UIK�U - �� Nailing Schedule: (lOd_Box_or_Gun_(0.128"x3",_min.)_n.i1;) Top Chord: 1 Row @ 6.25" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 4" o.c. spacing of nails perpendicular and parallel t� grain required in area over bearings greater than 4" 105 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bl��g, Locatrd anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, >,ind aC D1='.;.( psf. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. In lieu of structural panels use purlins to brace all flat TC i:'4' OC. Plates sized for a minimum of 3.00 sq.in./piece. 7X6= 2 X 4 I�I K51G= �,,.,�..�, ��oiu K� �2-6-U-� � S- -12 I 14-5-12 �I R=3863 U=495 W=5.5" 19-8-8 Over 2 Suppor Design Crit: IRC2006/TPI-2002(STD) PLT TYP. K,Wave FT RT=20% 0%) 10(0) 9.03 �'�WARNING�� TRUSSES REOUIRE ESTNEME LARE IN FABRICATION, HANDLING, SIIIP�IN6, INSTALIING AND BRACING. REFER TU BCSI (PUILDIN6 COMPONENT SAFETY INFORMATION). PUPLISHEO BY TPI (TRUSS PLATE INSTITUTE. 21B ///111 NORTH LEE STREET. SUITE 312, ALE%ANURIA, VA, 2231n) AN[� HTCA (W00� T0.U55 COUNCI� UF AMERICn, 6300 /� ENTERGRISE LANE, MADISON, WI 53]]9) FOR SAFETY PRACTICES PRIGR Tp GERLORMING iHESE FUNCTIONS. UNLE55 _ti OTHERWISE IN�ICAiE� TOF CHORp SHALL HAVE PROPERI.Y ATTACHEO STRUCTURA� PANELS RN� BOTTOM CMORp SHALL HAVE �1�i A PROPERLY ATTACHED RIGID CEILING. �� IMPORTANT;�FURNISH A COFV OF THIS �ESIGN TO iXE 1NSTALLATION CONTRACTGR. ITW P111LOING COMPONENTS � ALPINE �ROUP. INC. >HALL NOT BE RESPONSIBLE FUR ANV DEVIATION FROM THIS UESIGN; ANY FAILIIRE TU BIIIID TME TRIISS 1 IN CONFURMANCE WITH TPi; VR FABRICATING. NANDLING, SNIPG]NG, INSTALLiNf, 8 BRACING OF TRI155ES. �ESIGN CONi0RM5 W[TH PPPLICABLE PROVIS10N5 OF NpS lNAT10NAL �ESIGN SPEC. BV AFdPA) ANO TP1. AIPINE CONNECTOR GLATE$ ARE MApE 0� 20/18/16GA (W,H/S$/K) ASiM A65J G0.ADE 40/60 (W, K/M,SSJ GALV. $TEEL. APPLY � PLATES TO EACH FALE OF TRUSS ANU. UNLESS OTHERWISE LVCATED ON THIS pESIGN. POSITtt)N PER DRANINGS 160A-Z. ANV INSPECTIfIN OF PLATES fOLLOMED BY !i) SHALL BE PER ANNE% A] OF TP[1-2002 SEC.3. A SEAL ON TNfS ITW Building Components Group.�llC. DRANING iN�ICATES ACCEGTANCE GF GRpFESSIONAL ENG[NEERING RESCONS[BILITY SGLE�Y FpR iHE TRUSS COMPONENT Earth Cih� MO 63045 OESIGN $NOWN. THE SUITp91LITY AND USE OF THIS COMPUNENT FOR ANY BUILOING IS THE IiESPONSIBILIIV OF THE 'J� BUfLDING �ESIGNER PER ANSI/TFI 1 SEC. 2. �� pO+REG/S�i �' 6e �. T� ,. . � P� ��•� . ,..r �-- .. . •a o• :O Na. 5 O: � Jul 2��'09 �o• �Q� �i�O��'s,s • • • a • • �G\�`� �� Ili._ ��Ni4L F'_.a\�� 1 0 - 1 LL TC DL BC DL . BC LL _ 1 TOT.LD. DUR.FAC SPACING � � R=3302 U=°400 W=:�;.5 / /R/ -- 80.0 P�F 12.� P�,F 10.0 P�F �.� P�1= 102.0 P�I= 1.15 _ _ 24.0" .� R � :� �-i -i = t Sca e =_?�_L,"t __ REF_ R7160_ �61G7 DATE __07� ,'��/0=� DRW ��o�_isR�iE,� ca2oi�� MO_EVG SL/P;UI __ _ SEQN =_232>` 7 - - JREF !TiI7_(OZ�1 CL� W]E� B]�AC� S�JBSrI'�T�JTI01� THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATNE WEB BRACING METHOD IS DESIRED. NOTES: THIS DETAIL IS ONLY APPLICABLE FOR CHAIVGING THE SPECIF[ED CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T-BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. FOR MINIMUM ALTERKAT[VE BRACING, RE-RUN DESIGN WITH APPROPRIATE BRACING. WEB MEMBER SPECIFIED CLB ALTERNATIVE BRACING SIZE BRACING T OR L-BRACE SCAB BRACE 2X3 OR 2X4 1 ROW 2X4 1-2X4 2X3 OR 2X4 2 ROWS 2X6 2-2X4 2X6 1 ROW 2X4 1-2X6 2X6 2 ROWS 2X6 2-2X4(*) 2X8 1 ROW 2X6 1-2X8 2X8 2 ROWS 2X6 2-2X6(*) T-BRACE, L-BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UIVLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. (*) CEKTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WEB. T-BRACING OR L-BRACING: APPLY TO EITHER SIDE OF WEB NARROW FACE. ATTACH WITH lOd BOX OR GUN (0.128"x 3.",MIN) NAILS. AT 6" O.C. BRACE IS A MINIMUM 80� OF WEB MEMBER LENGTH , SCAB BRACING: APPLY SCAB(S) TO WIDE FACE OF WEB. NO MORE THAN (1) SCAB PER FACE. ATTACH WITH lOd BOX OR GUN (0.128"x 3.",MIN) NAILS. AT 6" O.C. BRACE IS A MINIMUM 80� OF WEB MEMBER LENGTH ••WARNING•• READ AND FOLLOW ALL NOTE9 ON THIS BHEET! Truepm roquire extreme c e in fabricnting, hendling, ehipping, imtelling end brncing. Refer to end follow BCSI (Huilding Component 9e}ety In[ormetion, by TPI end NTCA) tor 9efety practiceB prior to per}orming these functio�s. [netellera ahell provide temporery bracing per BC9C [Jnleae nated otherwise, top chord ahall have properly atteched structural panele and bottom chord shall have a properly ettached rigid ceiling. Locetiona shown (or permnnent leterel reetraint o( weba ehell have bracing inatelled per BC9I aec[ione B3 k B7. 8eo thie job's general notea page for more informetion. "IMPORTANT�� FURNI$H COPY OF THIS DESIGN TO IN$TAId.ATION CONTRACTOR. ITN Building Componenta 6roup inc. (CfWBCd) ehall ot be reaponaible [or y deviation [rom thia deaign, Building Componenl5 6foUp InC. any feilure Lo build the [ruee in on[ormence with TPI, or fabricating, hendling, ahipping, inetalling k brecing t truaee9. ITWBCC connector plete9 are made ot 20/18/IBOA (W,H/9/K) A9TlA A853 grede 37/40/80 (K/W/H.S) gelv. eteeL Apply platea to ench [ace of truae, poeitioned as ehown abave and on Joint Deteile. A aeal on thie drawing or cover page indlcatee acceptance md profeeeionel engineertng reeponsibllity eolely tor the truea component deeign ehown. The 6uitability and uae ot thie component for any building ia the reeponeibility ot the Buildtag Deaigner per ANSf/TP[ 1 9ea 2. EarthCily,M063045 ITX—BCC: www.iCwbcg.com; TPI: www.tpinet.com: WTCA: www�.ebcinduetry.com; [CC: www.icceate.org � T-BRACE OR L-BRACE T-BRACI, �� \ \ �� \ \ �� : �� -- �; j�� ,.. [,-I3IZACE - ----- . �I .;i SCAB BRACE �' I �: � � ��/ I.-_i�L — �11lIJlII/I �' �'► �q.0 � � � LL J�'��y .q�. ��L ?ppyY �,�C �,L �� O. 2 585 $ C �' - ��y ��POT�LD. • � O•�•. ••� . FAC. Il` •��Y�� %�SS�n.... Gl1G. ACING PSF � I:EI�, PSF I�A1'1' PSF URNG PSF - ---- PSF CLIi :�C;1��'i l�] �09------ 13RCL[3�L BO tU9 GABLE STUD REINFORCEMENT DETAIL A�CF 7-�5: ll0 MPH WIND SPEED. 15' MEAN HEIGHT, ENCLOSED, I= 1.00, EXPOSURE C, Kzt = 1.00 2X4 BRACE (1) 1X4 °C' BRACE • (1) 2X4 "C' BRACE " (2) 2X4 °L" BRACE '• (1) 2X6 "L" BRACE ' (2) 2X6 "L" BRACE '+ GABLE VERT[CAL NO � SPACING SPECIES GRADE BRACES GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B � �+n 1 2 3' 10" 6' 8" 6' 10" '7' 11" 8' 1" 9' 5" 9' 8" 12' 5" 12' 9" 14' 0" 14' 0" � � �J i- � #3 3' 9" 6' 0" 6' 0" 9' 11" 7' 11" 9' S" 9' 5° 12' 4" 12' 4° 14' 0" 14' 0" � 7�� STUD 3' 9" 6' 0" 6' 0" 7' 11" 7' 11" 9' S" 9' 5'� 12' 3" 12' 3° 14' 0" 14' 0" W Q 1 1 STANDARD 3' 9" 5' 2° 5' 2" 6' 9" 6' 9" 9' 1" 9' 1" 10' 7° 10' 7" 14' 0" 14' 0" � //1 4' 3" 6' 8" 7' 2" 7' 11" 8' 6" 9' 5" 10' 2" 12' S" 13' 5" 14' 0" 14' 0" .. s P #2 4' 2" 6' 8" 7' 2" 7' 11" 8' 6" 9' 5" 10' 2" 12' 5" 13' 5" 14' 0" 14' 0" � �3 4' 0" 6' 2" 6' 2" 7' 11" 8' 1" 9' S" 9' 11" 12' S" 12' B" 14' 0'� 14' 0" Q' � Dr�'L STUD 4' 0" 6' 1" 6' 1" 7' 11" 8' 0" 9' 5" 9' 11° 12' 5° 12' 6" 14' 0" 14' 0" � STAKDARD 3' 10" 5' 3" 5' 3" 6' 11'� 6' 11" 9' 4" 9' 4" 10' 10" 10' 10" 14' 0" 14' 0" r--1 �v7� /{1 ///2 4' S" 7' 8" 7' 10" 9' 1" 9' 4" 10' 10" 11' 1" 14' 0" 14' 0" 14' 0" 14' 0" [� � �J r� /J3 4' 4" 7' 4" 7' 4" 9' 1'� 9' 1" 10' 10" 10' 10° 14' 0" 14' 0" 14' 0" 14' 0" � u� STUD 4' 4" 7' 4" 7' 4" 9' 1" 9' 1" 10' 10" 10' 10" 14� 0" 14' 0" 14' 0" 14' 0" W Q 1 1 STANDARD 4' 4" 6' 4" 6' 4" 8' 4" B' 4" 10' 10" 10' 10" 12' 11" 12' 11" 14' 0" 14' 0" � 1 4' 10" 7' 8" 8' 3" 9' 1" 9' 9" 10' 10" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" � s P #2 4' 9" 7' 8" 8' 3" 9' 1" 9' 9" 10' 10" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" W � //3 4' 6" 7' 7" 7' 7" 9' 1" 9' 6" 10' 10" 11' 4" 14' 0" 14' 0" 14' 0" 14' 0" � � � Fi � STUD 4' 6" 7' 6" 7' 6" 9' 1" 9' 6" 10' 10" 11' 4" 14' 0° 14' 0° 14' 0" 14' 0" � STANDARD 4' 5" 6' S" 6' 5" 8' 6" B' 6" 10' 10" 11' 1" 13' 3" 13' 3" 14' 0" 14' 0" �v #1 ///2 4' 11" 8' 5" 8' 8" 10' 0" 10' 3" 11' il" 12' 3" 14' 0" 14' 0" 14' 0" 14' 0" �+ ' �7 P� #3 4' 9" 8' 5" 8' 5" 10' 0" 10' 0" 11' 11" 11' 11" 14' 0" 14' 0" 14' 0" 14' 0" � � L7�+ STUD 4' 9" 8' 5" 8' S" 10' 0° 10' 0" 11' 11" 11' 11" 14' 0" 14' 0" 14' 0" 14' 0" Q 111' STANDARD 4' 9" 7' 3" 7' 3" 9' 7" 9' 7" 11' 11" 11' 11" 14' 0" 14' 0" 14' 0" 14' 0" x' //1 5' 4" 8' S" 9' i" 10' 0" 10' 9" 11' 11" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" � - s P #2 5' 3" B' 5" 9' 1° 10' 0" 10' 9" 11' 11" 12' 10" 14' 0" 14' 0" 14' 0° 14' 0" � �-� Dr-�'L STUD 5' 0" 8' S" 8' 7" 10' 0" 10' 6" 11' 11" 12' 6" 14' 0" 14' 0" 14' 0" 14' 0" STANDARD 4' 11" 7' 5" 7' 5" 9' 10" 9' 10" 11' 11'� 12' 3" 14' 0" 14' 0" 14' 0" 14� 0" DIAGONAL BRACE OPT[ON: VEftTICAL LENGTH MAY HE DOUBLED WHEN DIAGONAL BRACE IS U5ED. CONNECT �[AGONAL HRACE FOR 600// AT �ACH END. MAX WEB TOTAL LENCTH I5 14'. VERTICAL LENCTH 5HOWN IN TABLE ABOVE. CONNECT D[AGONAL AT ' MIDPOINT OF VERTICAL WEB. 2X4 STUD, /j3 OR BETTER DIACONAL BRACE; BINGLE OR DOUBLE CUT (A5 SHOWN) AT UPPER END. REFER TO CHART ABOVE FOR MAX GABLE VERTICAL LENGTH. ••WARNING•• READ AN� FOLLOW ALL NOTES ON THI9 BHEETI Trueeep require eztreme care in fabriceting, handling, ahipping, inetelling nnd brecing. Refer to end tollow BC6I (Butiding Component Be[ety [n}ormetion, by TPI end WTCA) for ee(ety precticee prior to performing these [unetion6. Inetallera ehelt provide temporary bracing per BC9I. Unless noted otherwise, top chord shall have properly et[ached atruc[ural penels and bottom chord ehall heve a properly attached rigid ceiling. Locetiona ehawn lar permnnent lateral reetreint o[ webe ahail heve brecing inetalled per BCBI ectiona B3 k B7. 9ee thie job�e genaral note9 page for more intormetion. •�IMPORTANT� F[1RN76H COPY OF THIS �E87GN TO MBfALLATION CONTRACTOR. [TW Building Componente Group Inc. ([TWBCO) eheLL t be reaponeible for e y devintion from thia design, Builtling Componenls Group Inc. any [eilure to build the trues in onformence .ith TPI, or (ebrice[ing, hendling, ehipping. inetalling & 6recing f trueaee. [TWBCG connector platee are mede of 20/IB/IeCA (N,H/9/K) A9TM A853 grade 37/4D/BO � (K/W/H,6J galv. ateel. Apply plate9 to eacR face ot truss. poaitioned a9 Bhown above antl on Joint Deteil9. A aeal on tMe drewing o r page tndicfltea a ceptance and profeselonfll engineering reeponsibillty 9olely for the truee c mponentrdeeign ehowa The euitebility and uee ot thie componant tor eny building ie the eaponeibility o[ tha Building OeBigner par ANST/TPI 1 Sec. 2. E2rth City, MO 63045 �TW—BCG: wwx.itrvbeg.com; TPL www.tpinet.mm; NfCA: www.abcinduotry.com; ICC: Mww�.icceefe.org . ;� . BRACING GROCY SPECIliS W:> C�RAD[�� CrROUP A: 9PRUCE—PINE—I![R -.IEDt—F��.R ____ 1 2 97'AYLARD 2 � ��i'U'.) 3 S'PFD � �-_-I5"A=D;�ID DOUGLAB H'IR—LA}�:H SOUI'HF:3N PIKC STANDARD_�� =9'A�DAftf�__� �ROUP B: xEat -r[H I- J�1. k BTR ... '� --�i i SOOTHERN PIN�9 DOUGLAS F[R_..AP.Ci 2 -- � � _'� ''- - - -�� GABLE TRi'SS DE'CAI'�� VQTE:: LIVE LOAD DEFLEL'TION CRCCEE:IA 1S 1./240- PROVIDE UPLIPC COANECTIONS 6'Oli CO F[J' OV;P. CONTINUOUS BFIA��.tING (6 PSF 7C Dh;AD LOAL). GABGE END SUPPOR�iS LOAD F'ROk 4� 0" OUTLOOKER5 WITII 2' 0° OVERHING CR l2' PLYWOOD OVERHA\�C. ATTACH EACH "L° L!:ACE WITH 10.i �AILS- (0.t28"x3" min) * FOft (1) °L" BRACE: SPACE N:AIL.a A'P :'� 0 C IN IB" END ZOrCS A�D 4" 0.(�- 13F:T��JE��N �O�:ES. ** FOR (2) .,L" �3ACES: SPACE �'AII_"a A9 3�� J.'.', M 18" END ZO�I;S A1D fi" Q[�. k'ET1UF,r,`,' SO�:EB. "L" BRACINC MU9'f ['E A MIN[HUM Ol� BO% 0��.' W��-B MEMBER LENGTH. GABLE VE]tTICAL PI.ATI"IZC� VERTICAL �.ENC'CH VO SPLI�'F: � LESS THAN 4' 0"' 1K4 OR BX;Si GREATER TtIA �� 4' �' H�J'C ,.5X4 LESS THAN i.l' 6" GREAT�R THA: 11_6'_ __ 3X�4_ __ + REFER TO Cn+AMO,V 'CRUS5 DE:aICN ^(�I: PEAK, SPLICC. A�U HEEl P.AT.:a'. _-.--_ -__—:.—_,__�=J �� F'.EF A�Cf�,7-05-UAR11(�15 EG( j�i,�� I��aTF. 1/] �/09 ----- �• .—____._.—_' _.__.—_ r, L; R1VC. �11101 5C'� C� u4 • r _ --___.—._—__—___ —_ L • .� �. • .� Q• � 6585 �X. T�'I'. LD. 6o PSF ACING 24.0" GABLE DETAIL FOR LET-IN VERTICALS GABLE TRUSS PLATE S[ZES REFER TO APPROPRIATE ITW GABLE DETA[L FOR MINIMUM PLATE SIZES FOR VERTICAL STUDS. RIGID 5HEATHING EERED TRUSS DESICN FOR PEAK, HEEL PLATES. 1L PLATES OVERWP, USE A AT COVERS THE TOTAL AREA OF PLATES TO SPAN THE WEB. 'X4 2X4 2X8 r�.....,,� .,..�...�.,....,.., .� .... ....... . ... �........, .,., :HE ENGINEERED TRUSS DESIGN. ATTACH EACH "T" REINFORCINC MEMBER WITH END DRIVEN NAILS: lOd COMMON (0.148"X 3.",MIN) NA[LS AT 4" O.C. PLUS (4) NAILS IN TOP AND BOTTOM CHORD. TOENAILED NAILS: lOd COMMON (0148'�x3",MIN) TOENAILS AT 4" O.C. PLUS (4) TOENAILS IN TOP AND BOTTOM CHORD. THIS DETAIL TO BE USED WITH THE APPROPRIATE ITW GABLE DETAIL FOR ASCE WIND LOAD. ASCE 7-98 GABLE DETAIL DRAWING5 A13015980109, A12015980109, A11015980109, A10015980108, A13030980109, A12030980109, A110309B0109, A10030980109 ASCE 7-02 GABLE DETA[L DRAWINGS A130150201D9, A12015020109, A11015020109, A10015020109, A14015020109, At3030020109, A12030020109, A11030020109, A10030020109, A14030020109 ASCE 7-05 GABLE DETAIL DRAWINGS A13015050109, A12015050109, A11015050109, A10015050109, A14015050109, A13030050L09, A12030050109, AS1030050109, A10030050109, A14030050109 SEE APPROPRIATE ITW GABLE DETAIL FOR MAX[MUM UNREINFORCED GABLE VERTICAL LENGTH. ••WARNINC•� READ AND FOLLOW ALL NOTEB ON THI$ SHEET! Trueeee require extreme c n febriceting, hendling, ehipping, installing end bracing. Refer to nnd follow BCSI (Building Camponent 8afety Informetion, by TPf end WTCA) for ea(ety prectices prior to performing these Nnctiona. lnetallere ahell provide temporery brecing per BC5C Unlees noted otherwise, top chord shall have properly aGtached structurel penela and bottom chord shall have a properly atteched rigid ceiling. Locationa sho�vn for permenent lateral reatraint o( weba ahell have brecing inatalled per BC9[ eectione B3 & B7. 9ee �thie job'e general notee page [or more in[ormation. "IMPORTANT•' FURNI$H COPY OF THIy DE3[GN TO IN8TAL44TlON CONTRACTOR. ITW Building Componente Oroup Inc. (TTWBCO) ahall ot be re ponsible [or eny deviation from this deaign. Building Components Group Inc. any feilure to build the [ruee in ontormance with TPi, or [ebriceting, hendlir.g, ehipping, inetalling & bcacing oI tru98e9. RWBCC connector pleGee are made a[ 20/10/IBOA (W,H/9/K) ABTM A653 grade 37/40/80 (K/W/H,S) galv. e[eel. Apply platee to each fece ot truee, poeitioned as ahown above and on Joint Detaile. A eeal on thie drawing or cover page indicetee ecceptance and profesaianal engineertng reeponstbility eolely for the truee component de9ign ehown. The 9uitability and use of this component for eny building ia [he eeponaiblll[y of [ha Building Deeigner par AN9'f/TPI L Bec. 2. Earth City, MO 63045 7TX-BCC: rww.i[wbcg.com; TPL ww�w.tpinet.com: WTCA: www.ebctnduatry.com; ICC: w-ww.leceate.org . �, r `�`��p0 REG� �l •� � � •� � � • ��l�s�'��3' � � � ` 'oA t�lo.26585 � �.` i� 'O� • � I�j! 0� ��• `�• � '�� ltll!!II <<� "T" REINFORCEMENT AITACHMF.IVT D�:'CAII, "T" REINFORCINC "T" REINFOFCIDG MEMBER MEMI3EI' � TOENAIL - OR -� CI�DN:�1!. i ----� - �.� -- -- - TO CONVERT FROM "L" TO "T' .:EI�I�ORC:TC :NI�NBEC:', 1 MULTIPLY "T" INCREA9E BY L3P:vTH (DASED 0� � APPROPRIATE ITW GABLE DET,1i'�..). '�, MAXIMUM ALLOWABLE "T" REIKF�_iRCED CABLF Vc;R7'ICAL . L➢NGTH IS 14' FROM TOP TO EUT'I'OM CI{OR ). � VEB LENGTH INCREA�I� �V� °T' ��3RACL' WIND SPEED "T" REI[P-1� �'C' '�� AND MRH MBR. SIZE I fNCREA` E� 140 MPH 2x4 � 10 � � 140 MPH 30 FT 130 MPH 15 FT 130 MPH 3D FT 120 MPH 15 FT 120 MPH 30 FT 110 MPH 15 FT 110 MPH 30 FT 100 MPH 15 E"C 100 MPH 30 FT 90 MPH 15 FT 90 MPH 3D FT 2zfi 50 % 2x4 l0 0 2xF 50 � 2xh i 10 '7, 2xE --r--SQ-��- 2x9 10 % - 2x6 - �--- �Q-� - 2x4 10 0 2xES 50 % ZX9 IO 7 2xEi 40 % - 2x9 IO y 2xG 40 7 ZX4 SO 7, 2xE, 50 % 2x9 � 20 � 2xE4 � _30 9 2x4 l0 7, 2xE 40 % 2x4 ��-- 2D � � 2xb � 20 i 2x4 � 20 9 2xB_.�_ 3D � �_ EXAMPLE; ASCE WIND 5PEED = 100 h1Fl[ MEAN ROOF HEIGHT = 30 P'f. Kzt = L00 GABLE VERTICAL = 24° O.C. :;P k3 "T" REINFORCING MEMBER SI::E = 2X4 "T" BRACE INCREASE (FROM VBOVE) = 1D'� = 1.1J (1) 2X4 "C' BRACE LENGTH - 6' 7" MAXIMUM "T" REINFORCED Gt,'3L6 VGRTICA'��, ;.I1N�' I-! 1.10 x 6' '�' �= 7' 3" I:EF LEi IV 7��!1�:7� ��i� I?Ai'E 1�1 �09-� - -- - F % I;R�VG GB_,LE;TIC;OI� ) Q r - .___-'-'--_'-- __ _ _.' )� � �AX �T. LD. 60 PSF )�,�FAC. ANY SPACING 24.0" ^ BQ4-v�5� ' ' SHIPPING TIGKET � � � �� ■ Job Num ZOZZB � Date 7/23/2009 Customer EBS Job Name DUKE RESIDENCE �� Address Loading 8Q-�2-�d-� ��2 Location Engineered Roof and Fioor Trusses ��a�t 4868 MEADOW DRIVE ' 6464 Downing St, Denver, CO 80229 '� PHONE: 303-288-4235 FAX: 303-288-4214 Phoneu VAIL, CO i WWW.bUiId2f5f12.COnl Fax# Salesman BRYCE BO Designer WoodTruss Description Qty. Span Pitcb Overbang Heels Weight Diagrem q2 4 28-06-08 6.00 02-06-00 00-08-00 187.60 Ibs. 0.00 02-06-00 00-08-00 750.40 Ibs. B 3 23-04-12 6.00 02-06-00 00-08-00 163.10 Ibs. 0.00 00-00-00 04-09-06 489.30 Ibs. A1 1 28-06-08 6.00 02-06-00 00-08-00 257.60 Ibs. 0.00 02-06-00 00-08-00 257.60 Ibs. A3 2 -Ply A4 A5 3 -Ply C6 C5 C4 1 28-06-08 6.00 02-06-00 00-08-00 193.20 Ibs. 0.00 02-06-00 00-08-00 193.20 Ibs. 4 28-06-08 6.00 02-06-00 00-08-00 183.40 Ibs. 0.00 02-06-00 00-10-00 733.60 Ibs. 1 22-03-00 6.00 00-00-00 00-08-00 197.40 Ibs. 0.00 00-00-00 02-04-08 197.40 Ibs. 1 26-08-00 6.00 02-06-00 00-08-00 204.40 Ibs. 0.00 00-00-00 06-07-15 204.40 Ibs. 1 26-08-00 6.00 02-06-00 00-08-00 193.20 Ibs. 0.00 00-00-00 05-07-15 193.20 Ibs. 1 26-08-00 6.00 02-06-00 00-08-00 177.80 Ibs. 0.00 00-00-00 04-07-15 177.80 Ibs. C3 1 26-08-00 6.00 02-06-00 00-08-00 175.00 Ibs. 0.00 00-00-00 03-07-15 175.00 Ibs. C2 1 26-08-00 6.00 02-06-00 00-08-00 163.80 Ibs. 0.00 00-00-00 02-07-15 163.80 Ibs. C8 1 26-08-00 6.00 02-06-00 00-08-00 196.00 Ibs. 0.00 00-00-00 08-01-11 196.00 Ibs. �g 1 26-08-00 6.00 02-06-00 00-08-00 182.00 Ibs. 0.00 00-00-00 07-01-11 182.00 Ibs. C7 1 26-08-00 6.00 02-06-00 00-08-00 187.60 Ibs. 0.00 00-00-00 07-07-15 187.60 Ibs. C1 1 26-08-00 6.00 02-06-00 00-08-00 183.40 Ibs. z-Piy 0.00 00-00-00 01-07-15 183.40 Ibs. C10 1 26-08-00 6.00 02-06-00 00-08-00 175.00 Ibs. 0.00 00-00-00 06-01-11 175.00 Ibs. C11 1 26-08-00 6.00 02-06-00 00-08-00 179.20 Ibs. 0.00 00-00-00 05-01-11 179.20 Ibs. C12 1 19-08-OS 6.00 02-06-00 00-08-00 121.80 Ibs. 0.00 00-00-00 04-01-11 121.80 Ibs. HomeBASE by Alpine Engineered Products Page1 of 2 �. � SHIPPING TICKET CT� 1 i�-Q8-0� o.G^v 02-Oo-Gu Qu-�o-u0 i3�A0 Ibs. 2-Piy 0.00 00-00-00 03-01-11 133.00 Ibs. , _ ��- ---- _ _ _. _ . _ _ J2 5 03-10-15 6.00 02-06-00 00-d8-00 24.50 Ibs. � 0.00 00-00-00 OZ-07-08 122.50 ibs. � _ . __ __ J5 1 01-06-15 6.00 00-00-00 00-10-00 9.80 Ibs. � 0.00 00-00-00 01-07-08 9.80 Ibs. � J3 J4 J1 CG1 1 03-06-15 5 01-10-15 16 05-02-12 3 07-04-00 6.00 00-00-00 00-10-00 16.80 Ibs. � 0.00 00-OG-00 02 07-08 16.80 Ibs. �� __ - -- - ---- - __�_ —__ _ 6.00 02-06-00 00-08-00 17.50 Ibs� 0.00 00-00-00 01-07-08 87.50 Ibs. 6.00 02-06-00 00-08-00 31.50 Ibs. 0.00 00-00-00 03-03-06 504.00 Ibs. 4.24 03-06-07 00-08-00 54.60 Ibs. 0.00 00-00-00 03-03-02 163.80 Ibs. Hanger Description Qiy. Diagram H2.5A 90 THJA26 3 HUS26 3 HHUS410 1 Total Pieces Delivered 155 WARNINGI! WE WARN THAT TRUSSES CAN BE DANGEROUS AND CAUSE PROPERN DAMAGE OR PERSONAL INJURY, IF IMPROPERLY INSTALLED AND/OR BRACED. BUYER'S ACCEPTANCE HEREOF SHALL CONSTITUTE HIS AFFIRMATIVE REPRESENTATION TO US THAT HE IS TRAINED IN THE PROPER AND SAFE METHOD OF TRUSS INSTALLATION AND BRACING AND WILL USE SUCH METHODS. BY HIS ACCEPTANCE, BUYER AGREES, FOR HIMSELF, HIS AGENTS AND EMPLOYEES, TO HOLD SPELTS-SCHULTZ ENG. TRUSSES HARMLESS FROM ANY AND ALL ACTIONS FOR PROPERTY DAMAGE, PERSONAL INJURY OR WRONGFUL DEATH RESULTING FROM IMPROPER INSTALLATION. NOTICE1t DELIVERIES MADE INTO YARDS, OVER WALKWAYS OR DRIVEWAYS ARE AT OWNERS RISK. ALL CLAIMS AND RETURNS MUST BE ACCOMPANIED BY THIS SHIPPING TICKET WITHIN 72 HOURS. WE APPRECIATE YOUR BUSINESS. DELIVERY RECEIVED BY: DATE: � � HomeBASE by Alpine Engineered Products Page2 of 2 TOWN OF VAIL FIRE DEPARTMENT 75 S. FRONTAGE ROAD VAIL, C`"O 81657 970-479-2135 VAIL FIRE DEPARTMENT NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES ALARM PERMIT Job Address: 4868 E MEADOW DR VAIL Location.....: Parcel No...: 210113103004 Project No : OWNER DUKE, MEG SHIELDS 4450 S CLARKSON ST ENGLEWOOD CO 80110 APPLICANT THUL ELECTRONIC SYSTEMS P O BOX 534 ' AVON CO 81620 License: 112-S CONTRACTOR THUL ELECTRONIC SYSTEMS P 0 BOX 534 AVON CO 81620 License: 112-S Desciption: INSTALL FIRE ALARM SYSTEM Valuation: $1,600.00 08/27/2009 Permit #: A09-0065 Status . . . : ISSUED Applied . . : 08/27/2009 Issued . . . 09/04/2009 Expires . .: 03/03/2010 08/27/2009 Phone: 970-949-4638 08/27/2009 Phone: 970-949-4638 *�*r****�***+***s****�******+***********************************�*** FEE SUMMARY *******s*�*�r******a�M**�****r�**�**t*****t*s*********+*+*** Electrical---------> $0.00 TotalCalculatedFees--> $348.00 DRB Fee---------> $0. 00 Additional Fees----------> $0. 00 Investigation----> $0.00 TotalPermitFee--------> $348.00 W il I Call---------> $ 0. 0 0 Payments------------------> $ 3 4 8. 0 0 TOTAL FEES--> $ 3 4 8. 0 0 BALANCE DUE--------> $ o. o 0 ■+��******s:*.*++*r*:*•**.*..r..*s+***.+.***s***.s:***.***rs***r*******�r�*****r***.*****.�r�r****r�r*r+r**��*r*r***��r**s*..*r*s*�*vr.v*s.ss.*.* Approvals: Item: 05600 FIRE DEPARTMENT 09/04/2009 JJR Action: AP APPROVED PLANS RECEIVED 8/26/09 Approved as noted: 1. Heat detector required in equipment room. 2. Smoke detector required in rec. room. ***.«**..�..**�,:**.:***.*�*.*.*.*,�:.*«****.*.*.*.*.�.*.*.***+...*.*.,:,«*.»�*.:,:..�...��*+...�....*.*..*.:.**..*..+.�:.�,.*.��....��.*,�,.*.�,�.. CONDITIONS OF APPROVAL Cond: 52 Monitored fire alarm system required and shall comply with NFPA 72 (2002 ed.) and VFES Standards �*��«�,***.*,....**,*.,:.,.,:**.**+..**.**.*.�.«**�*.*�*.*�***+�.*.*,�*****�***.*...�**.*«+.�...�..+��*.*..*.,:«***.*.+.*�*�.�.*..�.*....*,.�.*,*..*� DECLARATIONS I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate plot plan, and state that all the information as required is correct. I agree to comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this structure according to the towns zoning and subdivision codes, design review approved, International Building and Residential Codes and other ordinances of the Town applicable thereto. REQUESTS FOR INSPECTION SHALL BE MADE TWENTY-FOUR HOURS IN A Y TELEPHONE AT 970-479-2252 FROM 8:00 AM - 5 PM. ' �-- / � �( ^ � � TURE OF OWNER OR CONTRACTOR FOR HIMSELF AND OWNER � ***********************************+************************+*****************************+* ' TOWN OF VAIL, COLORADO Statement **********+*************************************************************************+**+**** Statement Number: R090001144 Amount: $348.00 09/04/200901:11 PM Payment Method: Check Init: RLF Notation: 17275 THUL ELECTRONICS INC ----------------------------------------------------------------------------- Permit No: A09-0065 Type: ALARM PERMIT Parcel No: 2101-131-0300-4 Site Address: 4868 E MEADOW DR VAIL Location: Total Fees: $348.00 This Payment: $348.00 Total ALL Pmts: $348.00 Balance: $0.00 *********************�************************************************+*++*+**********+***** ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ BP 00100003111100 FIRE ALARM PERMIT FEES 60.00 PF 00100003112300 PLAN CHECK FEES 288.00 ----------------------------------------------------------------------------- FIRE ALARM PERMIT Commercial & Residential Fire Atarm shop drawings are required at the time of application submittal and must include information listed on the 2"� page of this form. Application will not be accepted without this information. ��t - 9v°� � _ ___ _ __ _ _ _ ___ _ - _ _ _ __ __ __ _ _. i ProjectlStreet Address �� i/�� , 1 ` Q ,.� Project#: )V �v J Ci � �4 ��..�. . � . �1 �..�.�.��..� .l�r:_ _ Cor�ractor In m�ation: Building Perm� #: --�� `.�� /, ' Company: 11'�,1i�� ."fl'�i�i\C:� AlarmPermit#: V �— �' ! __._ ... . ._ ........ .. _ .... . ... ..... . Company Address: 7 � �1 �L cJfJ `"� Detailed Description of Work: �t g[i �Q.YIw i City: v ��l State: �,c� Zip: S�I .5 ��'?'1 t'i�/ V'�. �..C'X .�A' i Contact �vame: �b�'? �►l r C.y,Csz � 1 �^�,` �[�) h C71'YI.-4 • Contact Ph: '"1 `Iq ^' r[10 ��7`r Cell: E-Mail I�� rJ r' `T"IU:�.1 f I Ql_ll'C:In I L S.�� j� (use additional sheet if n�essary) . Town of ai Cont tor Registratan No.: 1 1�� A Vatue of Fire Alarm:._..........$_ I IUV�,..�.........._........ ; X ----� , Contractor Si nat �required) ;(Labor & Materials) ' ..........................................__......_..............................._...._._.............. ............._............:...Work Class: Property Infortnation Parcel #: 02 I D�— I�I ' d� �� `'� New�( ( j ddftion( � Remodel�,/) Retro-F�t�) Re ir Other � Legal Description: Lot #: « Block #: VVork Type: -�, � �,� A �1 ��` ' Interior ( xterior ( ) Both ( ) Subdivision: U IlA�nllr ✓► � I'tt'l� i i1rt�►'�. ; .... y� .....................................................................................; Building/Complex Name: Type of Building: a , Single-Family . Duplex ( ) MuRi-Family ( ) Owner Name: 1",� `� �h �C' IC� 5, - ��,Q Commercial ( �Restaurant ( ) Other ( ) '(For parcel #, contact E County Assessors Office at 974328-8640 or visit __ _ __ _ _ www.ea9��Y-�Pa�) Does a Fire Alarm Exist? Yes () Does a Sprinkler System F�cist? Yes () No ) ►�S/ ) ___ ___ __ A►�� ' ��i ��Q� �� ►�� . _ _.r..�� s ��bm�� - . Date Received: � CC�(��M� Q�� 2 � �aas �r�vv� c�� va��. NOTE: TH/S PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES .. TtiWNOFVAtL ' Town of Vail, Community Development, 75 South Frontage Road, Vail, Colorado 81657 p. 970.479.2139 f. 970.479.2452 inspections 970.479.2149 ELECTRICAL PERMIT Permit #: E09-0145 ASFR Job Address: Location.....: Parcel No...: 4868 E MEADOW DR VAIL �(i��t�[�I�I�I�L! OWNER DUKE, MEG SHIELDS 08/27/2009 4450 S CLARKSON ST ENGLEWOOD CO 80110 APPLICANT ELK RIDGE ELECTRIC INC PO BOX 2162 EAGLE COLORADO 81631 License: 369-E CONTRACTOR ELK RIDGE ELECTRIC INC PO BOX 2162 EAGLE COLORADO 81631 License: 369-E 08/27/2009 Phone: (970) 471-0101 08/27/2009 Phone: (970) 471-0101 Project #: Status . . . : Applied . . : Issued . . . Expires . .: PRJ09-0018 ISSUED 08/27/2009 08/28/2009 02/24/2010 Desciption: WIRING FOR ADDITION AND REMODEL Valuation: $12,000.00 Square feet: 1500 *�*.�*.*�«***„***#*..,***.*�****.,,.....,,..,..*..,,*�...«..�.*.*,,....,.� FEE SUMMARY **.,*..*.*,,.*.....«.*.*�.,,..�...�.*�.�.*..**.,,..*�*,,.*.*.***.,..**.,,.*...�* Electrical Permit Fee---------> $57.50 Total Calculated Fees--> $61.50 Investigation Fee--------------> $0.00 Additional Fees----------> $0.00 Will Call Fee--------------------> $4.00 Use Tax Fee-------------------> $0.00 TOTAL PERMIT FEE---> $61.50 Total Calculated Fees-------> $61.50 Payments-----------------> $61.50 BALANCE DUE----------> $0.00 �„�„*****..�.*.,*.***,,...*.*.�„�„�...�.,,.�.��.�,,.,,,,.�,.,..,..,,,,..,,..,��,,.,,,,,..,.,,.,*.��,«*«*.,*.,***..*...*«.,,,,...*...�.*„��.�.�..,.,.,,,..,.,�.,,...,.�.,,..,�,,...�.�..,,.,,..,«,,.,�..�..,�.,� APPROVALS Item: 06000 ELECTRICAL DEPARTMENT 08/27/2009 JLE Action: AP �.�.,..�,..,.�.,..,.�.��,...,.,,..,.,..�,�.,.�..�,...,,,.,,,...,,..,.�.,,..�,,,.,.,.�.�,,.,,,,.,...,x.....*.*.*.,.,***.*,.,,**.**„*.,.�*��.,.�.��„�„��„�„�*�„�„�.�.�..��«,,.��.��>,.,�. CONDITIONS OF APPROVAL Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. ��,..��*...,�...,....,,.*.�„�„�..�**.*,..*...,.,,�*..*..,.........*.,.«„�..�*w***�,.**.,*.....�*.,,.*********.,*«*„*�*�******�***.*.****.....*,,...�..*..*..<..*.,,�.,,,,«.,.. DECLARATIONS I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate plot plan, and state that all the information as required is correct. I agree to comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this structure according to the towns zoning and subdivision codes, design review approved, International Building and Residential Codes and other ordinances of the Town applicable thereto. REQUESTS FOR INSPECTION SHALL OFFICE FROM 8:00 AM - 4 PM. �/. Print Name elec_prm_041908 MADE TWENTY-FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149 O AT OUR Z�` Q� � ractor Date , � . l/�'I ( � ****************+***�**********************************+*********+************************** TOWN OF VAIL, COLORADO Statement **************************************************+*+****+***********+****+*+*************** Statement Number: R090001101 Amount: $61.50 08/28/200904:29 PM Payment Method: Check Init: LC Notation: #1534/ELK RIDGE ELECTRIC Permit No: Parcel No: Site Address: Location: E09-0145 Type: ELECTRICAL PERMIT 2101-131-0300-4 4868 E MEADOW DR VAIL Total Fees: $61.50 This Payment: $61.50 Total ALL Pmts: $61.50 Balance: $0.00 *++***************************************************************************************** ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ EP 00100003111100 ELECTRICAL PERMIT FEES 57.50 WC 00100003112800 WILL CALL INSPECTION FEE 4.00 ELECTRICAL PERMIT ��_.___._._.s.._�. __..._..� _..w. ____.__— . __.____ . ...__ _ .____� _ __.._.._.._ Project Street Address: Office Use: �� C�'�c�+.�✓ '`�Y. Project#: ��.1 � ! — vCJ� F-E7 (Number) (Street) (Suite #) ' Building Permit #: - a � g ._ BuildinglComplex Name: Contractor Information: � ! Company: �� [� �C� 7L-iL ti L � Company Address: !�K 2 � �'Z City: �4 v State: �U zp: ��6 3 t Contact Name: / (/�� Contact Phone: y% �� v�� E-Mail �'/�Y�' ar � <<�r. L (��is� �0 �''�+ Town of Vail Contractor Regis tion No.: ��' I�� _ X Contractor ign re (required) Property Information Parcel #: _�� C� � �3 � �3�U� (For parcel #, contact Eagle County Assessors Office at 970-328-8640 or visit www.eaglecounty.us/patie) Tenant Name: Owner Name: COMPLETE SQ. FOOTAGE FOR AREA OF WORK AND VALUA- TION OF WORK (Labor & Material) Amount of SQ Ft.: �� ) VV Electrical $: W� �� Electrical Permit #: G1J"1 �� "7 �'.� Lot #: � Block # � Subdivision: Orl� � � � 1 Detailed Description of Work: G✓'✓� �'JC� , % /�r-z �� G✓ l�� 4��c��rd' ��r �i� ��S ��'' f �i v� T'. � I D h C v(�— (use additional shee ' necessary) L�tuT��. Work Class: New ( ) Addition � Remodel ( ) Repair ( ) Other ( ) Type of Building: Single-Family (�Duplex ( ) Multi-Family ( ) Commercial � ( ) Restaurant ( ) Other ( ) Date Received: r L5 � � Q V � AUG 26 2009 TOWN OF VAIL � 29-May-09 NOTE: THIS PERM/T MUST BE POSTED ON JOBSITE AT : � TOWNOFVAfL Town of Vail, Community Development, 75 South Frontage Road, Vail, Colorado 81657 p. 970-479-2139 f. 970.479.2452 inspections. 970.479.2149 MECHANICAL PERMIT ASFR Job Address: 4868 E MEADOW DR VAIL Location.....: Parcel No...: 210113103004 OWNER DUKE, MEG SHIELDS 06/18/2009 4450 S CLARKSON ST ENGLEWOOD CO 80110 APPLICANT ADVANCED MECHANICAL & PLUMBI 06l18/2009 Phone: (970) 306-4369 PO BOX 102 VAIL COLORADO 81658 License: 388-M CONTRACTOR ADVANCED MECHANICAL & PLUMBI 06/18/2009 PO BOX 102 VAIL COLORADO 81658 License: 388-M Phone: (970) 306-4369 Desciption: INSTALL BOILER FOR IN-FLOOR RADIANT HEAT; REVISED 9/14/09 TO INCLUDE SPACE HEATER IN GARAGE Valuation: $17,077.90 ALL TIMES Permit #: M09-0089 Project #: Status . . . : Applied . . : Issued . . . Expires . .: PRJ09-0018 ISSUED 06/18/2009 09/14/2009 01 /13/2010 .......*.........�«�.**..***#......**....�.....��«� ................,.�*�......*..FEE SUMMARY...*..:..�.<.,�....«��...«,........,..*,.,,�,......***...t�........��...*..�*«.*.......+,*. Mechanical Permit Fee---> $360.00 Will Call------------> $4.00 Total Calculated Fees---> $454.00 Plan Check-------------------> $90.00 Use Tax Fee------> $0.00 Additional Fees-----------> $0.00 Investigation-----------------> $0.00 TOTAL PERMIT FEE---> $454.00 Total Calculated Fees--> $454.00 Payments-----------------> $454.00 BALANCE DUE---------> $0.00 .��...,..�.�.......<..,..�......*.....�****�...�<........�.�.»...........:,�*,�.*.....***.....*....****.�*«......,..,.:x::�..*:,��*.....,�*+,***..*.*,.***..*.*.......«...»> .................. APPROVALS Item: 05100 BUILDING DEPARTMENT 06/19/2009 JRM Action: AP ....,...��..........<......,.....��«*..***�„«****«*....*�,�........> .................*��...�**...*�....*..*.«.«*..�.*«......«....«.................�.*,..«......+,.....�.�**�.**..�*..�..��.� CONDITION OF APPROVAL Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. Cond: 22 (BLDG.): COMBUSTION AIR IS REQUIRED PER CHAPTER 7 OF THE 2003 IMC AND SECTION 304 OF THE 2003 IFGC AS MODIFIED BY TOWN OF VAIL. Cond: 23 (BLDG.): BOIILER INSTALLATION MUST CONFORM TO MANUFACTURER'S INSTRUCTIONS AND CHAPTER 10 OF THE 2003 IMC. Cond: 25 (BLDG.): GAS APPLIANCES SHALL BE VENTED ACCORDING TO CHAPTER 5 OF THE 2003 IFGC. Cond: 29 (BLDG.): ACCESS TO MECHANICAL EQUIPMENT MUST COMPLY WITH CHAPTER 3 OF THE 2003 IMC AND CHAPTER 3 OF THE 2003 IFGC.. Cond: 31 (BLDG.): BOILERS SHALL BE MOUNTED ON FLOORS OF NONCOMBUSTIBLE CONST. UNLESS LISTED FOR MOUNTING ON COMBUSTIBLE FLOORING. Cond: 32 (BLDG.): PERMIT,PLANS AND CODE ANALYSIS MUST BE POSTED IN MECHANICAL ROOM PRIOR TO AN INSPECTION REQUEST. Cond: 30 (BLDG.): BOILER ROOMS SHALL BE EQUIPPPED WITH A FLOOR DRAIN OR OTHER APPROVED MEANS FOR DISPOSING OF LIQUID WASTE PER SECTION 1004.6. .��...,,..�..,,.,.��».��....�,,.�.,..�.�......:.....<....,......,.., ..............,.,�..,.................,.�*�««...��.....��.��.....«.....:<.......<.,,,...«�.,..................«,..�.«.....«..,.. mechcanical_permit_041908 DECLARATIONS I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate plot plan, and state that all the information as required is correct. I agreeto comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this structure according to the towns zoning and subdivision codes, design review approved, International Building and Residential Codes and other ordinances of the Town applicable thereto. • REQUESTS FOR INSPECTION SHALL BE MADE TWENTY-FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149 OR AT OUR OFFICE FROM 8:0( AM - 4 PM. �� /�� of Owner or Contractor Print Name mechcan ical_permit_041908 �� r/� f Date �**********************************�******************************************************** TOWN OF VAIL, COLORADO Statement *************************************************+************�***************************** Statement Number: R090001205 Amount: $25.00 09/14/200901:39 PM Payment Method:Credit Crd Init: JLE Notation: JAMIE R OSBORNE Permit No: Parcel No: Site Address: Location: M09-0089 Type: MECHANICAL PERMIT 2101-131-0300-4 4868 E MEADOW DR VAIL Total Fees: $454.00 This Payment: $25.00 Total ALL Pmts: $454.00 Balance: $0.00 ******************************************************************************************** ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ MP 00100003111100 MECHANICAL PERMIT FEES 20.00 PF 00100003112300 PLAN CHECK FEES 5.00 TRANSMITTAL FORM Revision Submittals: 1. "Field SeY' of approved plans MUST accompany revisions. 2. No further inspections will be performed until the revisions are approved & the permit is re-issued. 3. Fees for reviewing revisions are $55.00 per hour (2 hour minimum), and are due upon issuance. _ _ __ _ _ _ __ __ _ _ __ _ _ _ __ Permit #(s) information appiies to: Attention: evisions M a��G ) esponse to Correction Letter - � attached copy of correction letter ( ) Deferred Submittal � _ ( ) Other Project Street Address: �� —��.��Ca�) �� (Number) (Street) BuildinglComplex Name: Contractor In ormation: Company. ��, ; Description / List of Changes: (Suite #) x ��A ��C L ��.�� , � 1 � � `yj", � � � f��"-c._ , r��,,. �, � ,� Company Address: �il% �p� �(/L ` �� Ciiy: �/r�'// State:� Zip: Contact Name: ) �r�, � � �f��c'� � Contact Phone: ,��/"�� 1'' «y'� E-Mail Town of Vail Contractor Registration No.: �"l ` 3�o Signature (required) Valuations (Labor S� Material)) Building: Plumbing: Electrical: Mechanical: Total: G� $ � �D �� ; (use additional sheet if necessary) _ _ __ __ _ _ Date Received: D �� SEP 1 � �� TOWN OF VA1L 29-May-09 NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT : TOWNOFVAII, ' Town of Vail, Community Development, 75MSouth Frontage Road, Vail, Colorado 81657 p. 970-479-2139 f.970.4792452 inspections. 970.479.2149 MECHANICAL PERMIT ASFR Job Address: 4868 E MEADOW DR VAIL Location.....: Parcel No...: 210113103004 OWNER DUKE, MEG SHIELDS 06/18/2009 4450 S CLARKSON ST ENGLEWOOD CO 80110 APPLICANT ADVANCED MECHANICAL & PLUMBI O6/18/2009 Phone: (970) 306-4369 PO BOX 102 VAI L COLORADO 81658 License: 388-M CONTRACTOR ADVANCED MECHANICAL & PLUMBI 06/18/2009 PO BOX 102 VAI L COLORADO 81658 License: 388-M Desciption: INSTALL BOILER FOR IN-FLOOR RADIANT HEAT Valuation: $16,477.90 Phone: (970) 306-4369 ALL TIMES Permit #: M09-0089 Project #: Status . . . : Applied . . : Issued . . . Expires . .: PRJ09-0018 ISSUED 06/18/2009 07/17/2009 01 /13/2010 ......,.�..�............��....,t.�.�,t.�.*,.,�....,..,� ...............�«*......�........FEE SUMMARY.....«�..........,..*.*:..........,t.<..�.*.,.«.....*...<.......��............�.*...... Mechanical Permit Fee---> $340.00 Will Call------------> $4.00 Total Calculated Fees---> $429.00 Plan Check-------------------> $85.00 Use Tax Fee------> $0.00 Additional Fees-----------> $0.00 Investigation-----------------> $0.00 TOTAL PERMIT FEE---> $429.00 Total Calculated Fees--> $429.00 Payments-----------------> $429.00 BALANCE DUE---------> $0.00 �.,.,.�..........,..««.<«�...»*,,....�.....�,�,�..««.,..««..,,..*.* .............�....�.........+,*.............,.....w,««.�.�.�*.**::.....,......,..*�.#.....:.....,«....��.......,..,............ APPROVALS Item: 05100 BUILDING DEPARTMENT 06/19/2009 JRM Action: AP .�..,...,.,....>....,� ....................,................«.».<.....**......:.........«.,....**:�+,+,..,.,�................*.....*.....:....>......*........�...«..*.*#+,,.+,...«...«.<.*.�.*««.... CONDITION OF APPROVAL Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. Cond: 22 (BLDG.): COMBUSTION AIR IS REQUIRED PER CHAPTER 7 OF THE 2003 IMC AND SECTION 304 OF THE 2003 IFGC AS MODIFIED BY TOWN OF VAIL. Cond: 23 (BLDG.): BOIILER INSTALLATION MUST CONFORM TO MANUFACTURER'S INSTRUCTIONS AND CHAPTER 10 OF THE 2003 IMC. Cond: 25 (BLDG.): GAS APPLIANCES SHALL BE VENTED ACCORDING TO CHAPTER 5 OF THE 2003 IFGC. Cond: 29 (BLDG.): ACCESS TO MECHANICAL EQUIPMENT MUST COMPLY WITH CHAPTER 3 OF THE 2003 IMC AND CHAPTER 3 OF THE 2003 IFGC.. Cond: 31 (BLDG.): BOILERS SHALL BE MOUNTED ON FLOORS OF NONCOMBUSTIBLE CONST. UNLESS LISTED FOR MOUNTING ON COMBUSTIBLE FLOORING. Cond: 32 (BLDG.): PERMIT,PLANS AND CODE ANALYSIS MUST BE POSTED IN MECHANICAL ROOM PRIOR TO AN INSPECTION REQUEST. Cond: 30 (BLDG.): BOILER ROOMS SHALL BE EQUIPPPED WITH A FLOOR DRAIN OR OTHER APPROVED MEANS FOR DISPOSING OF LIQUID WASTE PER SECTION 1004.6. �...�...<...«......��.,..«..«.��*..........,.,...«...:��..«...�.*..�........,.�>.....*..:..�....� ..**.*.*...�«.....:.........,....»�<�.*�.�.,......�..,...�,�.....<��..,,+...«��........., DECLARATIONS mechcan ical_perm it_041908 I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate plot plan, and state that all the information as required is correct. I agree to comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this structure according to the towns zoning and subdivision codes, design review approved, International Building and Residential Codes and other ordinances of the Town applicable thereto. REQUESTS FOR INSPECTION SHALL BE MADE TWENTY-FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149 OR AT OUR OFFICE FROM 8:0( AM - 4 PM. ��) ure of Owner or Contractor �z �f�� rint Name mechcanical_perm it_041908 ��/ �' f Date *****+******+***********************************************+***********************�******* TOWN OF VAIL, COLORADO Statement **************************************************************************************++**** Statement Number: R090000860 Amount: $429.00 07/17/200909:30 AM Payment Method: Check Init: LC Notation: #2622/ADVANCED MECHANICAL P & H ----------------------------------------------------------------------------- Permit No: M09-0089 Type: MECHANICAL PERMIT Parcel No: 2101-131-0300-4 Site Address: 4868 E MEADOW DR VAIL Location: Total Fees: $429.00 This Payment: $429.00 Total ALL Pmts: $429.00 Balance: $0.00 *******************�***********+****+********�********************************************** ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ MP 00100003111100 MECHANICAL PERMIT FEES 340.00 PF 00100003112300 PLAN CHECK FEES 85.00 WC 00100003112800 WILL CALL INSPECTION FEE 4.00 ----------------------------------------------------------------------------- v ; �= � � F. � . • � �� 4 i.4 Ys'...: � ��,. Department, of:Community Developmer��; ` � ; ��- � '�� 75 South Fr.ontage Ro � � ,:�,, �.�,� � , . V i4��i�.orac��.. k :'� i� . � ��. � : � '�'�-��.. . . � �i~� ,.�a�A�� a�n�t � . �� De el� . e � . m� ,�E — � .�. °� '� � 'S�':��j�`.��5`� . � MECHANICAL PERMIT( � �K Boiler Furnace A lications MUST include: Fire Iace A i�cat s riu� r �n e: Mechanical Room Layout/Plan with Dimensions `'� �� ❑ Equipment Cut Sheets for ireplaces/Log Sets ❑ Combustion Air Duct Size and Location Q`r�6�/�'�f3 (Manufacturer's info showing make, model & approval listing) ❑ Flue or Vent Size ��`/��Rf v"'t 3' �� ❑ Gas Piping Pian (if applicable)�'ij �� '1�� ❑ Heat Loss Calculations* St F.wf-X 4/O {��' "'�' a'"J"/"�''`s� ✓Equipment Cut Sheets for Boiler/Furnace * Not �equi�ed for same size (BTU) boiler replacement with no system changes, or snow melt Project Street Address: f��- � • ��•�.�». �,�: (Number) (Street) (Suite #) Building/Complex Name: Office Use: Project #: /�/Q �D 9^' r%O/$ Building Permit #: � 09-' �O.i� Mechanical Permit #: 1" 1. V��' Q O� _ Lot #: � Block # � Subdivision: ��4f n -� yl.. Contractor Information: Company: ✓« ��ss�i► i��•r.,.6.�c ✓`i�v.`c sJ �A1G. /� Detailed Description of Work: �i1S►�� ✓ 6foi�r.�' f CompanyAddress: rd� /30�! /�Z � /I � /� S�rE.O�L �i.0 J i1 T�OrI �w�•+•►S T71r ,�?i�i �► City: �ir.� State: GO Zip: `�!'�e�.f�� cJ � � ��bis ��/' �/i�b ✓ ��fM r N�7 G. ci.l Contact Name: ��. �. i� �- 97v -%y d/ Y3 L. :� 4�d. iL'�.�. l��;/z.- ContaCt Phone: (use additional sheet if necessary) E-Mail R/�1►�dS.ON:�iiS. ��6G✓l �CvM►Gwvf /!�f' k,/ �� Town of Vail Contractor Registration No.: �- ��i � � ❑ X� Co actor Signature (required) roperty Information Parcel#: �2lO//3/o 3oDY (For parcel #, contact Eagle County Assessors Office at 970-328-8640 or visit www.eaglecouty.us/patie) Tenant Name: ��G�bG Go'�� (Commercial Properties) Owner Name: ^��L� �T�,� .r ��l ti/�j Complete Valuation for Mechanical Permit: O Mechanical $: �� 77 '� Gas Piping Included Gas Piping by Others Wood to Gas Fireplace Conversion Boiler Location: Interior� Exterior ( ) Other ( ) Number of Existing Fireplaces: Gas Appliances Gas Logs _ Number of Proposed Fireplaces: ' Gas Appliances Gas Logs _ ` Type of Building: Single-Family� Duplex Restaurant ( ) Other ( ) Date Received: Wood/Pellet Wood/Pellet � �vcr.e�l �o�r'• �d:lL/' �idG�JirJ!/�� f�i�� LY/it�"�icl�c� / 3 ' /o �' w � /v /S`o SS G! �.s' x �� zq�'y `'X2o�''x��/', x ?, �.� �,� � � s � .�� = 6 �� 7 ys' y'� f.�k�.'z �t � NOTE: THIS PERMIT MUST BE POSTED ON JOBS/TE AT ,. TOWNOFYAII. ' Town of Vail, Community Development, 75 South Frontage Road, Vail, Colorado 81657 p. 970-479-2139 f. 970.479.2452 inspections. 970.479.2149 MECHANICAL PERMIT ASFR Job Address: 4868 E MEADOW DR VAIL Location.....: Parcel No...: 210113103004 OWNER DUKE, MEG SHIELDS 08/20/2009 4450 S CLARKSON ST ENGLEWOOD CO 80110 APPLICANT WESTERN FIREPLACE SUPPLY, IN 08/20/2009 Phone: 668-3760 1685 PAONIA COLO SPRINGS, CO 80915 PO BOX 670 MINTURN, CO 81645 License: 323-M CONTRACTOR WESTERN FIREPLACE SUPPLY, IN 08/20/2009 Phone: 668-3760 1685 PAONIA COLO SPRINGS, CO 80915 PO BOX 670 MINTURN, CO 81645 License: 323-M Desciption: INSTALL GAS FIREPLACE (GAS PIPING BY OTHERS) Valuation: $4,233.00 ALL TIMES Permit #: M09-0154 Project #: PRJ09-0018 Status . . . : ISSUED Applied . . : 08/20/2009 Issued . . . 09/01/2009 Expires . .: 02/28/2010 ��.�.«��..«**�**�....*...,..,........**,....��****.**...,,.*.*.�...�.......x.,��....FEE SUMMARY*..,.,�.*.�.�.*<� ..............,..*...�*.**.***�**......,.....,t,t.....,...«�......�......... Mechanical Permit Fee---> $100.00 Will Call------------> $4.00 Total Calculated Fees---> $129.00 Plan Check-------------------> $25.00 Use Tax Fee------> $0.00 Additional Fees-----------> $0.00 Investigation-----------------> $0.00 TOTAL PERMIT FEE---> $129.00 Total Calculated Fees--> $129.00 Payments----------------> $129,00 BALANCE DUE---------> $0.00 ...,�...�.«��.�.*�.........�..�.....�.......**......> .......................*..+,��**.�..*.*.�..*..«,....�..�:......�..«*�.*.,*�....,,»...,,........,....«..,........�..,..*.«..�.,.*...�*...*. APPROVALS Item: 05100 BUILDING DEPARTMENT 08/20/2009 JLE Action: AP **%***f *******f`****##�k**frtfF*tR'kft►*M*ft►/ie*f4**f**t!*****#*it*�!************>fltYt*R<*<ftf4*fF!!f f4Yt*t<*MMMM*t**}n!�#***************Yt**�F*MfFfFtttY*******M*****�!****#**#*************#*******#******YtYtftt CONDITION OF APPROVAL Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. Cond: 25 (BLDG.): GAS APPLIANCES SHALL BE VENTED ACCORDING TO CHAPTER 5 OF THE 2003 IFGC. Cond: CON0010933 SEPARATE PERMIT REQUIRED FOR GAS PIPING BY OTHERS .�«...��....�*��.�.�....<...,........�.....��,.,�,.*......*�:*:...,....,.<..« ..................«��.x....,.�*..,..»....�.....,��.......«...�..**.....«.....,...............«:......��,.�.�.,.**.�.. DECLARATIONS I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate plot plan, and state that all the information as required is correct. I agree to comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this structure according to the towns zoning and subdivision codes, design review approved, International Building and Residential Codes and other ordinances of the Town applicable thereto. REQUESTS FOR INSPE ALL BE MADE TWENTY-FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149 OR AT OUR OFFICE FROM B:OI AM - 4 PM. g i o7 ign wner or ontractor Date Print Name mechcan ical_permit_041908 ********************************************+*****+************+***************+***********+ TOWN OF VA1L, COLORADO Statement ***************************+**********++*�***************+**********+********************+** Statement Number: R090001119 Amount: $129.00 09/Ol/200903:08 PM Payment Method: Check Init: SAB Notation: 2397 WESTERN FIREPLACE ----------------------------------------------------------------------------- Permit No: M09-0154 Type: MECHANICAL PERMIT Parcel No: 2101-131-0300-4 Site Address: 4868 E MEADOW DR VAIL Location: Total Fees: $129.00 This Payment: $129.00 Total ALL Pmts: $129.00 Balance: $0.00 *************�************************+******************�********************************** ACCOUNT ITEM LIST: Account Code -------------------- MP 00100003111100 PF 00100003112300 WC 00100003112800 Description Current Pmts ------------------------------ ------------ MECHANICAL PERMIT FEES 100.00 PLAN CHECK FEES 25.00 WILL CALL INSPECTION FEE 4.00 ----------------------------------------------------------------------------- o'sr7sl�oos 70:7� F�x 9708279222 wESTERN FIREPLACE r�oo7�002 i M��CHANICAL PERMIT Boiter/�� Aoollcationa MUST Include: pir��l�ce Aoollcadons MUST Includp; o Mechenlcal Room Layout/Pla� with Dlmenslons o Equipment Cut 5heeta for Flrepieces/Log Sets o Combustlon Alr Duct Size and �catlon (ManufactureP's Info showing make, model & approva{ ils�ingj ❑ Flue or Vent Slae . a Gae Piping Plan (If epplicable) � o Heet L'oss Calculatlon�* e Equlpment Cut 5hects tpr BptleK/Furnace �ND,t /QQGhO�,I� SalnA '.� �BTU� b0l12!' fL'�/aCL'f!]B/It IM�IIf /70 9yiTW71 N?d17$B�4j Or3�lOW flrClf � � ' � P ect Street Addross: �� M� � b�' (Numbar) (Strost) (Sulta #) Nama: � contrasto� Informa�tion: Compeny: W�E�S't8 �I �L� S�PPL'( Company Addrese:�d F�� 9?.32 ��ty: vQ�.c s�te: c� Z�p: �r�za �ontaat Neme� So£ M�t 2�5 Contact Phone; �d 2� - `i �v 23 � E-Mall - r�►"�caz �1+-K�-i wT c.tw� . w�-� Town ofNall C�on�ctor Roglatratlon Nc,: 3� —� Prop4rLy Inlormatlon Pe��: . '21a 1 -131-o3-oca 4 (FOr pe I�; contsct Eoglo County AOaeeaora O�Ipe et 970-328-8&40 0� vlsl� www�eagleoou�.us/petlej - , Tenent N me: (Commerclel Prope�les� Owner N e; DV'� SN (�=L� S Complete $: br Mechanlcal Permlt; ,�� Q�. � �� aff��e �e: P�J Gq— � � l� Pro ect #: � BuIIdInQ'Permlt#: �Q-I "i��O Mechanl,cal Permlt #: � � � I � �,� ,� `7 �ot #; ��" Bloak #� Subdlvlsion: �i d �n �� Detelled DeB�cdp�lon of Wark: r�L GEI�l�k-36� � �,45 � �'i� �i !� �.,U L�`F o'�+��25 ,� - - (use addi, onel sheet I necesgary) o Ga� Pipfn,g Included � Ges Plping by Othere • a Wovd to Gea Flreplace Converefon Baller Locetlon: Interlor�Qj Exterivr 4 ) Qther ( ) Number'of Exlstlna Flr�plaoes: Gea Appllancoa () Ges Lo�s () Wood/Pellet () rI��MM�M�rPwxxrnwr�Wwu/.ww�w.iMYr�Mr�y V.M•N•nOnn� �y�p../.n.. Wn��.ww.r Number:of�Propwed Flropiacea; Gaa Appllancea ( j) Oes Logs () Wood/Pellet () Type of Bullding; . �ingle-Femlly� Duplex ( ) Multi-Femliy ( j Commerclal ( ) R98teuPent () Ot11A1' � n� n� n � r� Il � �. � �� Date Rscslvsd: U � AUG 18 2009 TOW�! O� V'A1L