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Home My WebLink AboutB07-0143 Plans05/03/07 r f .0 a A Custom Duplex Residence at: Lot 11 ) Meadow Lane 4852 Meadow 11 Aor AMS Developmen UTILITY & DRAINAGE EASEMENTS 1 r r r LOT 10 r r CANT. -- r Ile Ile Lp FOUND A No. 5 REBAR WITH A 1 1/2 ALUMINUM CAP L.S. No. 30091 tp j 0. ' > TA DEC � G 11AClr SCALE PEAK E L. '`4 % .- t , r — 8605.8' \ LQ 20 a 1 za ao eo r . r Ile, ad r ( IN FEET ) cs r -'I r' 1 inch = 20 ft. r r r FOUND A No 5 REBAR -° �� O, . GE EN�-, ^, ` OUTLINE OF FOUNDATION WITH A 1 1/2" ALUMINUM CAP L.S. No. 30091 r .- r r r ° rrrr rrrr t3` .� r r r ,,,• e r r ,,. r r r r r r ` LOT 11 0.597 ACRES 4852 MEADOW LANE r r r r t loe r 1 ; -' • V �� r r1l�'�• r r ...� *'' r �, r r � INDICATES CONCRETE PEAK EL. RETAINING WALL 8604.2 6 p r r ! l LTV � DECD / to ! j b ! Q- OUTLINE OF FOUND A No. 5 REBAR WITH A 1 1/2" ALUMINUM CAP L.S. No. 30091 RADIUS = 125.00' DELTA = 11'27'47" ARC = 25.01' TANGENT = 12.55' CHORD = 24.97' BRG = 530'53'54 "E FOUND A No. 5 REBAR WITH A 1 1/2" ALUMINUM CAP L.S. No. 30091 FOUNDATION COVERED ENTRY ate" xa ! ! r rpro r r �! A" ! r rr rr r !!! �r r r r r � r FOUND A No. 5 REBAR WITH A 1 1/2" ALUMINUM CAP LOT L.S. No. 30091 \ \ 0.558 ACRES 4862 MEADOW LANE UNPLATTED U.S. FOREST SERVICE) PEAK EL. / NOTES; = 8608/r r ! 1) LOCATION OF IMPROVEMENTS SHOWN HEREON ARE BASED UPON THE !! �/ MONUMENTS INDICATED HEREON. r ! ! 2) THE BOUNDARY DIMENSIONS, EASEMENTS AND RIGHTS OF WAY SHOWN ! r / HEREON ARE PER THE RECORD PLAT FOR THE SUBJECT PROPERTY. 3) NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY r LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE ! YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT, MAY ANY !! '' ACTION BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF CERTIFICATION SHOWN HEREON. /! I HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS rj PREPARED FOR SINGLETRACK BUILDERS, THAT IT IS NOT A LAND SURVEY r �{ Z PLAT, AND THAT IT IS NOT TO BE RELIED UPON FOR THE ESTABLISHMENT LO' 1 T 1 3 OF FENCE, BUILDING, OR OTHER FUTURE IMPROVEMENT LINES. 1 FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED !! PARCEL ON THIS DATE, 8/1/2008, EXCEPT UTILITY CONNECTIONS, ARE ENTIRELY WITHIN THE BOUNDARIES OF THE PARCEL EXCEPT AS SHOWN ! ! I. ! UTILITY & DRAINAGE EASEMENTS ! !! FOUND A No. 5 REBAR WITH A 1 1/2" ALUMINUM CAP L.S. No. 30091 THAT THERE ARE NO ENCROACHMENTS UPON THE DESCRIBED PREMISES BY IMPROVEMENTS ON ANY ADJOINING PREMISES, EXCEPT AS INDICATED, AND THAT THERE IS NO APPARENT EVIDENCE OR SIGN OF ANY EASEMENT CROSSING OR BURDENING ANY PART OF SAID PARCEL, EXCEPT AS NOTED. uti r , v - r r o ! SwA W 1 LNJ ! 0 0 0 o c� THAT THERE ARE NO ENCROACHMENTS UPON THE DESCRIBED PREMISES BY IMPROVEMENTS ON ANY ADJOINING PREMISES, EXCEPT AS INDICATED, AND THAT THERE IS NO APPARENT EVIDENCE OR SIGN OF ANY EASEMENT CROSSING OR BURDENING ANY PART OF SAID PARCEL, EXCEPT AS NOTED. d uti v 0 o V SwA W 1 LNJ CO ° 0 0 0 d � 4 o N 1 Q) o c� E. ERO5ION CDNTROL: FOUNDATION DRAIN NOTLi \ t . OVIDE ALON LT FEN N I. PR SICIG G I. ALL FOUNDATION WALLS ARE YpWAVE A THE LOW SIDES OF THE 517E 4" PERIMETER DRAIN. REFER TO IL5 \ AND AT DRAINGE FLOWS, INVE5TIGATION REPORT. K 2. PROVIDE 5TRAW BAIL5 WITHIN �-- 2. PERIMETER FOUNDATION DRAINAGE 5 TO \ �' DITCH BOTTOMS AND DRAINGE t I'- BE COLLECTED AND EXTENED TO FLDWS AS REQUIRED. ' DAYLIGHT, IF DAYLIGHT CAN NOT B ': 3. PROVIDE STRAW GOVER AT REACHED THEN COLLECT INTO A DRXILL A ALL SEEDED AREA5 u FILLED WITH GRAVEL. PIPE BETYJN LO I 1 FOUNDATION AND DAYLIGHT OR DR L 1 IS TO BE SOLID. \ 3 > 4852 M E A D Cj W LANE WN 3. ALL UNDERGROUND DOSPOUT LO T 1 1 COLPEGTION 5Y5TEM5 ARE TO BE IN• s 501-10 PIPE. HEAT TAPE IN DOWNSPOUT 15 \ >} '. 4862 MEADOW SANE r 0.53 ACRES TO EXTEND 4'-0" BELOW GRADE. a \ t `~ 0.582 ACRES{ } tl't 10 t gwv , COPYRIGHT RESERVATION: A `` ARCHITECT FOR THIS PROJECT ARE A '° (` THE DRAWINGS, SPECIFICATIONS AND OTHER t CUMENI PREPARED B Y E A R , INSTRUMENTS OF THE ARCHITECT'S SERVICE E0 USE SOLELY WITH RES G,T TO THIS PROJECT AND, UNLESS M? Nor OTHERWISE PROVIDED IN WRITING, THE ARCHITECT SHALL \BE DEEMED THEOLE AND EXCLUSIVE AUTU t (x ` DOCUMENTS AND SHALL RETAIN, WITHOUT LIMlTA1ftON, ALL ,1RIGHTS, INCLUDIN THE COPYRIGHT HE NO RSON, _ WHETHER HAVING COME RIGHTLY INTO POSSESS( HEREOV OR OTHERWISE, i y HALL EMPLOY TH DOCUMENTS ON ANY OTHER PROJECT, NOR FOR ADDITIONS TO TH PROJECT NOR FOR THB(7MPLETIO IS PROJECT BY OTHERS, UNLESS WITH THE PRIOR EXPRESS WRITT ;,CONS1T OF THE ARCH CT A UPON APPROPRIATE - COMPENSATION TO THE ARCHITECT IN AN AMOUNT A D KIND SATISFACTORY T(, HE RCHITECT. THE ARCHITECT LIMITS OF EXPRESSLY CLAIMS ALL PROPRIETARY RIGHTS IN THE M, WHICH IS ISS CONFIDENCE FOR DESIGN )� CON5TRUGTION — —— - -0 b -0 AND/OR CONSTRUCTION PURPOSES OF THIS PROJECT AS NOTES FENCE THESE ERA S� MAY NOT BE COPIED, MODIFIED, y EASE ANT / - r NOR EMPLOYED IN ANY WAY WITHOUT THE SPECIFIC P, IOk? WRIItTEN CON NT A 'PERMISSION OF THE ARCHITECT. f f x 4,."�. ��V >i I ,—) ,• )f - -_- 4• ,,,_,_.� --- _.r "i fps � , -- -- 5E TBAC S T ^ G IVS l� F a - - -� E Y \ �.�� 4 `�« me^° •.. -_�" ^Y`—J i �.--- � `— : � ' .. �� j .... -..... ^ .-a: ;/— l ^ J ._--�— "^—'^ ,MS..- CONTRACTOR NOTES k i' - - --- _- - -'•" Nan CONSTRUCTION DOCUMENTS NOTE: THESE CONSTRUCTION DOCUMENTS INCLUDING ARCHITECTURAL ° _ - °' - - - SHEETS HAVE BEEN PREPARED IN RESPONSE TO THE SPECIFIC BAST 1 �' -- -_ -� T•O EA GIA SERVICES REQUESTED BY THE OWNER CONTEMPLATING CONTINUE & _ - - - ' - - ` ' ��" INVOLVEMENT, SELECTIONS AND DECISION MAKING BY THE GENERA ��M �i�. ' -` `~ _____ --'" (k - -� _ r - -- - - - -- - - - ° � CONTRACTOR AND OWNER THROUGH COMPLETION OF P „ 1 AK -- i - �- shy CONSTRUCTION. a - - - - - -- ----= �_�- - -- - -- --- = -- _ 1 » J -- --------- 1 THESE DOCUMENTS INDICATE THE SCOPE OF ARCHITECTURAL DESIG UNIT J� (I y� p CONCEPTS APPROVED BY THE OWNER AND INCLUDE DIMENSIONS OF \ r ". _ —° i / 1 TIO I ° s !1 V NT G� THE BUILDING, THE TYPES OF STRUCTURAL SYSTEMS AND AN \� /,- I I _ - °' i cj T E3/� k I I !I OUTLINE OF THE ARCHITECTURAL AND STRUCTURAL ENGINEERING _ i THI RSA-- !! { THIRD ELEMENTS OF CONSTRUCTION. THESE CONSTRUCTION DOCUMENTS PROVIDE THE SCOPE OF 51sG9�D— SERVICES AS OUTLINED IN THE AGREEMENT FOR ARCHITECTURAL /� - -- !I r f--- Lr _ 8576 -4 5/4 a 8576` -4 3/4) SERVICES AND THEREFORE DO NOT NECESSARILY INDICATE OR _ I DESCRIBE ALL MATERIALS REQUIRED FOR FULL PERFORMANCE AND a �' " I - '� r 1 w r te' FIP -I&T ! FI_�i, R5_T ___ - COMPLETION OF THE WORK. 1 _ ° 'r „ 8565' -O" p 8565 O IT IS THE UNDERSTANDING OF THE ARCHITECT AND ENGINEER T " _ --� =b6 © WORK REQUIRE OR PROPER COMPLETION OF THE WORK AN AT THE WORKS LL _- \� v I ° ` — " -- �- �- / 11 - BE OF SOUND AND QUALITY CONSTRUCTION IN ACCORDANCE WIT ------------ ZONING STATISTICS PARCEL NUMBER: 210113 04010 LEGAL DESCRIPTION: LOT 11, BLOCK 7, FILING 5, SUBDIVISION CLASS OF WORK: NEW CONSTRUCTION ZONING: PRIMARY /SECONDARY LOT AREA =.597 ACRES = 26,005 SF SITE COVERAGE: MAXIMUM (20 %) OF LOT AREA = 5,201 S.F. PROPOSED SITE COVERAGE = 3,552 S.F. (13.6 %) IMPERVIOUS COVERAGE: 2331 S.F. BUILDING HEIGHT: 29' -0" (33' -0" MAX) STORIES: 2 +BASEMENT PARKING: 6 SPACES VICINITY MAP r� ARCHITECTUR DRAUUING6 Al ARCHITECTURAL 51TE PLAN AIJ GRADING AND DRAINAGE PLAN A2 FIRST FLOOR PLAN A3 SECOND FLOOR PLAN A4 THIRD FLOOR PLAN A5 j ROOF PLAN Ab NORTH ELEVATION A7 SOUTH ELEVATION Ab WEST ELEVATION Aq EAST ELEVATION AIO SECTIONS - 130TH UNITS All SECTIONS - BOTH UNITS Al2 SECTIONS - BOTH UNITS A13 SECTIONS - UNIT A AI4 SECTIONS - UNIT A AI5 SECTIONS - UNIT A Alb 1 5ECTION5 - UNIT B A17 SECTIONS - UNIT B Alb SECTIONS - UNIT B AM SCHEDULES A20 I DETAILS A21 DETAILS Ll LANDSCAPE PLAN ZONING STATISTICS PARCEL NUMBER: 210113 04010 LEGAL DESCRIPTION: LOT 11, BLOCK 7, FILING 5, SUBDIVISION CLASS OF WORK: NEW CONSTRUCTION ZONING: PRIMARY /SECONDARY LOT AREA =.597 ACRES = 26,005 SF SITE COVERAGE: MAXIMUM (20 %) OF LOT AREA = 5,201 S.F. PROPOSED SITE COVERAGE = 3,552 S.F. (13.6 %) IMPERVIOUS COVERAGE: 2331 S.F. BUILDING HEIGHT: 29' -0" (33' -0" MAX) STORIES: 2 +BASEMENT PARKING: 6 SPACES VICINITY MAP r� STRUCTURAL DOCUMENTS, MUNICIPAL AND /OR COUNTY ZONIN T C> rl- CODES, PERTINENT IRC 2003 CODE REQUIREMENTS, AND GENE R L cV SPECIFICATIONS. :4 , h � THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MECHANICA } D E ECTRICAL ENGINEERING, DESIGN SPECIFICATIONS AND {� DRAWINGS AS REQUIRED FOR BUILDING PERMIT AND APPROVAL -1 k. OWNER AND ARCHITECT. N I I T � 't Q-M W f� � LOT 11 ,12 '. I O O PRO ai✓T'�,; SITE �' f 86 auTt".1NE OF �U1} ptNC a/ % i! (ti Iil a - ♦ ► /j /�� Mss • .1 :a t� A 1R ♦ INST THE ON THE - . - t ,. t �!' ■ �D �m� . . - WA ►/ err BASE OWNER REVIEW A REALISTIC • • - i BU • • - • • - • 1 �i M o•■ ®►, t� w ♦ A LLOWED: » n'^>�r 'I i� ♦ :i , I ®�■' ., - i V`!�.". <�, J/1!t77T4�F�q� Sr i♦ ♦ =- msi.• ♦ • w ♦ �� • • 1� � �r_"' rte• r� �ra�i .. • �'® ♦ w . ^. ( _ .� ® •' ♦ w ♦ : 1 I ♦ ♦ 1- • t ♦ w 1 15,0 1, 90 0 �I! fin[ �� CONTRACTOR'S RESPONSIBILITIES: l3v I A-" �� :L L .13% LOT AREA (11, 005 S. F.) = 1,430 S.F. s •a• • • FOR - •♦ •• �`�" - •ems ♦ * # ♦ • ` GENERAL NOTES: 1 DRAWINGS ARE NOT INTENTEDED TO BE SCALED. DO NOT SCALE DRAWINGS. 2 VERIFY ALL DIMENSIONS CONDITIONS AND UTILITY LOCATIONS N THE JOB SITE PRIOR TO BEGINNING ANY WORK OR ORDERING Y MATERIALS. NOTIFY ARCHITECT OF ANY CONFLICTS OR DISCREPANCIES IN THE DOCUMENTS IMMEDIATELY. 3 AREAS OF CONFLICTS OR DISCREPANCIES MUST BE FULLY RESOLV WITH WRITTEN APPROVAL FROM THE ARCHITECT BEFORE CONSTRUCTION CONTINUES IN THOSE AREAS, 4 PLAN DIMENSIONS ARE TO FACE OF STUD OR FACE OF CONCRETE UNLESS OTHERWSE NOTED. SECTION AND ELEVATION DIMENSIONS ARE TO TOP OF CONCRETE, TOP OF PLYWOOD, OR TOP OF WALL PLATES OR TOP OF WALL PLATES OR BEAMS UNLESS OTHERWISE NOTED. 5 PROVIDE ALL NECESSARY BLOCKING IN STUD WALLS AND CEILINGS. LOCATIONS INCLUDE BUT ARE NOT LIMITED TO CEILING AND WALL - MOUNTED FIXTURES, TOILETS, TOILET ACCESSORIES, CABINETRY, COUNTERTOPS, SHELVES, CLOSET RODS, HANDRAILS, AND TIMBER BEAMS. S 00 DENOTES DOORS: REFER TO FLOOR PLANS FOR DOOR LOCATIONS. DOOR HARDWARE TO BE SELECTED BY OWNER. 7 DENOTES WINDOWS: REFER TO ELEVATIONS FOR / WINDOW LOCATIONS, MUNTINS, AND SWING. REFER TO WINDOW SCHEDULE FOR WINDOW SIZES AND TYPES. a COORDINATE ALL ELECTRICAL AND MECHANICAL FIXTURES TO FIT WITHIN CEILING, FLOOR AND WALL SPACES. VERIFY WITH ARCHITECT WHEN DIVERTING FROM DRAWINGS. 9 IN THE EVENT THAT ADDITIONAL DETAILS OR GUIDANCE IS NEEDED BY THE CONTRACTOR FOR CONSTRUCTION OF ANY ASPECTS OF THIS PROJECT, HE SHALL IMMEDIATELY NOTIFY THE ARCHITECT. FAILURE TO GIVE AMPLE NOTICE SHALL RELIEVE ARCHITECT OF RESPONSIBILITY. 10 THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR SATISFYING ALL APPLICABLE CODES AND OBTAINING ALL PERMITS AND REQUIRED APPROVALS. THIS PROJECT IS GOVERNED BY THE IRC 2003. CODE COMPLIANCE IS MANDATORY. THE CONSTRUCTION DOCUMENTS SHALL NOT PERMIT WORK THAT DOES NOT CONFORM TO ALL RELEVANT CODES INCLUDING IRC 2003 AND ALL LOCAL AND REGIONAL CODES. 11 THE GENERAL CONTRACTOR AND SUBCONTRACTORS SHALL FIELD COORDINATE AND OBTAIN APPROVAL FROM THE ARCHITECT/ ENGINEER BEFORE ANY CUTTING, NOTCHING OR DRILLING OF ANY CAST-IN -PLACE CONCRETE, STEEL - FRAMING, OR ANY OTHER STRUCTURAL ELEMENTS WHICH MAY AFFECT THE STRUCTURAL INTEGRITY OF THE BUILDING. 12 SUBSTITUTIONS OF "EQUAL" PRODUCTS WILL BE ACCEPTABLE ONLY WITH OWNER'S WRITTEN APPROVAL. UNIQUE SPECIFIED ITEMS ARE INTENDED AS QUALITY SPECIFICATIONS ONLY. 13 IT IS THE INTENT AND MEANING OF THESE DOCUMENTS THAT THE CONTRACTOR AND EACH SUBCONTRACTOR PROVIDE ALL LABOR, MATERIALS, TRANSPORTATION, SUPPLIES, EQUIPMENT, ETC., TO OBTAIN A COMPLETE JOB WITHIN THE RECOGNIZED STANDARDS OF THE INDUSTRY. __ ___ / / _ \ \ \` =° �.� 4 > c7 PRIMARY / SECONDARY SPLIT: _________ �. �`\`" __.i C. \ / _ LO 1 0 Q SET BA K - -�-, \ `-� Y wi 60 /0 = 4,758 S.F. (UNIT A) -T---7-- - "- - --- r 40% - 3 ) 172 S.F. (UNIT B) 'r t , \ \\ FYI:`. / + I GRFA CALCULATED AS ADOPTED GRFA REVISIONS ORDINANCE N0. 94 SERIES 2004. ..-Q .. -.t..- \ ' rF. " ^. + 't.."` r j` 1 •:: i t \ e �.. r ! f % t G�V \ \ - —; .. - `n -- , Refer to sheet GRFA for calculations and delineation of areas. T.O. FASGU# I -! -- CRS ' ., - �., _ , ; \ : '•�� ..--- \ •, ��,.. �, '�' 1. , METER y . \ = 85g�1 -10 I s METE r ,z UNIT A y` { # 1. , ,.--°� � �� .� - � \ ,..�a ,-� t � 1�,`, 1, � '� �� -..,, ..;�\ LOWER LEVEL 1,106 S.F. k\ \ r \ 1 \ i , I \' \ \ \ 1 GAS > ,, � �,, I � � � °-.. �, �.. �� # r � � � \ �, +~�,i ' \> •,.,��" - ;,� \ \' ,, -'1_ �� > .y- Fa:_ .�..�;\'• GARAGE 671 S.F. METER Y4 > ~ GARAGE CREDIT - -600 S.F. _ r _ SUB -TOTAL - 1 177 S.F. a \ •� \ "*- Ya ..-! LOWER LEVEL (50.3% ex used - 592 S.F. l . .- dam. .......... ....... ...... .........,. 5. c., >. .... t th' ................... ... � ......................... ............................... ....._ ......._.... ... ..........._... ............ ........,.. _.... k MAIN LEVEL 1 582 S.F. a f 1 ._ ` Y� .�, t r \ \ \ _ .......�.. __�, UPPER LEVEL 1,201 S.F. d r; ::• 7 . : r ,r� ........1 ..... . ....... ..• ....,. t.............._.._............, ....- .......................... ll.........,....... 16 VAULT 124 S.F. \+► \ ! i ,.,, >,. Y \ ,... ..f.. .. -., _.- _.__..� _.__. � k11G._. .�•C'��.....,.+'�S__., -... .. /.._..... .t ..,.._.. � _.�:::: :, .__:.- :�......f.___._... �'�k �r, ^ =. \ TREE TO REMAIN UNDISTURBED ti 1 3 NOTE: EXISTING HOUSE STRUCTURE TO BE COMPLETELY DEMOLISHED. GON5TRUCTION FENCE WITH SILT FENGING AT BA5E / RE6 AR . FOUND RLpm N 8561.4 �- s C 530.53 5 BR y 1 �.1 125. ,) 45 50+ DEBT FL� A, = ® 11-27) 8561.8 , ARC 25 5 5 NOTE: 3/4" WATER SERVICE - TA � CEN -titi 12• LINE 15 ASSUMED. VERIFY IF 24.9 7, 3/4" 15 ACCEPTABLE W/ FIRE NDRD �') �: PROTECTION ENGINEER. STRUCTURAL DOCUMENTS, MUNICIPAL AND /OR COUNTY ZONIN T C> rl- CODES, PERTINENT IRC 2003 CODE REQUIREMENTS, AND GENE R L cV SPECIFICATIONS. � THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MECHANICA } D E ECTRICAL ENGINEERING, DESIGN SPECIFICATIONS AND {� DRAWINGS AS REQUIRED FOR BUILDING PERMIT AND APPROVAL -1 k. OWNER AND ARCHITECT. GENERAL NOTES: 1 DRAWINGS ARE NOT INTENTEDED TO BE SCALED. DO NOT SCALE DRAWINGS. 2 VERIFY ALL DIMENSIONS CONDITIONS AND UTILITY LOCATIONS N THE JOB SITE PRIOR TO BEGINNING ANY WORK OR ORDERING Y MATERIALS. NOTIFY ARCHITECT OF ANY CONFLICTS OR DISCREPANCIES IN THE DOCUMENTS IMMEDIATELY. 3 AREAS OF CONFLICTS OR DISCREPANCIES MUST BE FULLY RESOLV WITH WRITTEN APPROVAL FROM THE ARCHITECT BEFORE CONSTRUCTION CONTINUES IN THOSE AREAS, 4 PLAN DIMENSIONS ARE TO FACE OF STUD OR FACE OF CONCRETE UNLESS OTHERWSE NOTED. SECTION AND ELEVATION DIMENSIONS ARE TO TOP OF CONCRETE, TOP OF PLYWOOD, OR TOP OF WALL PLATES OR TOP OF WALL PLATES OR BEAMS UNLESS OTHERWISE NOTED. 5 PROVIDE ALL NECESSARY BLOCKING IN STUD WALLS AND CEILINGS. LOCATIONS INCLUDE BUT ARE NOT LIMITED TO CEILING AND WALL - MOUNTED FIXTURES, TOILETS, TOILET ACCESSORIES, CABINETRY, COUNTERTOPS, SHELVES, CLOSET RODS, HANDRAILS, AND TIMBER BEAMS. S 00 DENOTES DOORS: REFER TO FLOOR PLANS FOR DOOR LOCATIONS. DOOR HARDWARE TO BE SELECTED BY OWNER. 7 DENOTES WINDOWS: REFER TO ELEVATIONS FOR / WINDOW LOCATIONS, MUNTINS, AND SWING. REFER TO WINDOW SCHEDULE FOR WINDOW SIZES AND TYPES. a COORDINATE ALL ELECTRICAL AND MECHANICAL FIXTURES TO FIT WITHIN CEILING, FLOOR AND WALL SPACES. VERIFY WITH ARCHITECT WHEN DIVERTING FROM DRAWINGS. 9 IN THE EVENT THAT ADDITIONAL DETAILS OR GUIDANCE IS NEEDED BY THE CONTRACTOR FOR CONSTRUCTION OF ANY ASPECTS OF THIS PROJECT, HE SHALL IMMEDIATELY NOTIFY THE ARCHITECT. FAILURE TO GIVE AMPLE NOTICE SHALL RELIEVE ARCHITECT OF RESPONSIBILITY. 10 THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR SATISFYING ALL APPLICABLE CODES AND OBTAINING ALL PERMITS AND REQUIRED APPROVALS. THIS PROJECT IS GOVERNED BY THE IRC 2003. CODE COMPLIANCE IS MANDATORY. THE CONSTRUCTION DOCUMENTS SHALL NOT PERMIT WORK THAT DOES NOT CONFORM TO ALL RELEVANT CODES INCLUDING IRC 2003 AND ALL LOCAL AND REGIONAL CODES. 11 THE GENERAL CONTRACTOR AND SUBCONTRACTORS SHALL FIELD COORDINATE AND OBTAIN APPROVAL FROM THE ARCHITECT/ ENGINEER BEFORE ANY CUTTING, NOTCHING OR DRILLING OF ANY CAST-IN -PLACE CONCRETE, STEEL - FRAMING, OR ANY OTHER STRUCTURAL ELEMENTS WHICH MAY AFFECT THE STRUCTURAL INTEGRITY OF THE BUILDING. 12 SUBSTITUTIONS OF "EQUAL" PRODUCTS WILL BE ACCEPTABLE ONLY WITH OWNER'S WRITTEN APPROVAL. UNIQUE SPECIFIED ITEMS ARE INTENDED AS QUALITY SPECIFICATIONS ONLY. 13 IT IS THE INTENT AND MEANING OF THESE DOCUMENTS THAT THE CONTRACTOR AND EACH SUBCONTRACTOR PROVIDE ALL LABOR, MATERIALS, TRANSPORTATION, SUPPLIES, EQUIPMENT, ETC., TO OBTAIN A COMPLETE JOB WITHIN THE RECOGNIZED STANDARDS OF THE INDUSTRY. __ ___ / / _ \ \ \` =° �.� 4 > c7 PRIMARY / SECONDARY SPLIT: _________ �. �`\`" __.i C. \ / _ LO 1 0 Q SET BA K - -�-, \ `-� Y wi 60 /0 = 4,758 S.F. (UNIT A) -T---7-- - "- - --- r 40% - 3 ) 172 S.F. (UNIT B) 'r t , \ \\ FYI:`. / + I GRFA CALCULATED AS ADOPTED GRFA REVISIONS ORDINANCE N0. 94 SERIES 2004. ..-Q .. -.t..- \ ' rF. " ^. + 't.."` r j` 1 •:: i t \ e �.. r ! f % t G�V \ \ - —; .. - `n -- , Refer to sheet GRFA for calculations and delineation of areas. T.O. FASGU# I -! -- CRS ' ., - �., _ , ; \ : '•�� ..--- \ •, ��,.. �, '�' 1. , METER y . \ = 85g�1 -10 I s METE r ,z UNIT A y` { # 1. , ,.--°� � �� .� - � \ ,..�a ,-� t � 1�,`, 1, � '� �� -..,, ..;�\ LOWER LEVEL 1,106 S.F. k\ \ r \ 1 \ i , I \' \ \ \ 1 GAS > ,, � �,, I � � � °-.. �, �.. �� # r � � � \ �, +~�,i ' \> •,.,��" - ;,� \ \' ,, -'1_ �� > .y- Fa:_ .�..�;\'• GARAGE 671 S.F. METER Y4 > ~ GARAGE CREDIT - -600 S.F. _ r _ SUB -TOTAL - 1 177 S.F. a \ •� \ "*- Ya ..-! LOWER LEVEL (50.3% ex used - 592 S.F. l . .- dam. .......... ....... ...... .........,. 5. c., >. .... t th' ................... ... � ......................... ............................... ....._ ......._.... ... ..........._... ............ ........,.. _.... k MAIN LEVEL 1 582 S.F. a f 1 ._ ` Y� .�, t r \ \ \ _ .......�.. __�, UPPER LEVEL 1,201 S.F. d r; ::• 7 . : r ,r� ........1 ..... . ....... ..• ....,. t.............._.._............, ....- .......................... ll.........,....... 16 VAULT 124 S.F. \+► \ ! i ,.,, >,. Y \ ,... ..f.. .. -., _.- _.__..� _.__. � k11G._. .�•C'��.....,.+'�S__., -... .. /.._..... .t ..,.._.. � _.�:::: :, .__:.- :�......f.___._... �'�k �r, ^ =. \ TREE TO REMAIN UNDISTURBED ti 1 3 NOTE: EXISTING HOUSE STRUCTURE TO BE COMPLETELY DEMOLISHED. GON5TRUCTION FENCE WITH SILT FENGING AT BA5E / RE6 AR . FOUND RLpm N 8561.4 �- s C 530.53 5 BR y 1 �.1 125. ,) 45 50+ DEBT FL� A, = ® 11-27) 8561.8 , ARC 25 5 5 NOTE: 3/4" WATER SERVICE - TA � CEN -titi 12• LINE 15 ASSUMED. VERIFY IF 24.9 7, 3/4" 15 ACCEPTABLE W/ FIRE NDRD �') �: PROTECTION ENGINEER. 0 T-• 1 N g` � C-31 T C> rl- T cV O � !"_+ U I O o CII -1 k. N I I T � PI con Q-M W f� � C7) I O O e—+ 0 O C7 ±� w O _v___I ~ C O ►-`�I '5 tt> U ry W 0 �- 1-y C: CD O 1 fy U m 0 O I O I O ro .y ry ry 0 T-• 1 N g` � C-31 T C> G LX> T cV !"_+ U � r� CII -1 k. T PI con Q-M W f� � CC$ Cn cu T 3 a CONNECT l u Z1>.r 50 0YAN D 4 I S.F .) 4' WIDE GONG. PAN Mp`1N SNOW 5TOR��'F aR ICE T1�/E AS REQ'D BY T.D.V � OF 1 q_ ��' L DT tt G`��`"" `� PROJECT NORTH UTILITY LEGEND DE !'\ReA - (942 5 F') 00 WITH 2" INVERT. (NO 5 �O(2l� F_v `Y - 9 R 0 d- HEAT) S3Oa OF 2140 S.F.�R ,\/ � � � 5 SEWER ALL UTILITY LOCATIONS, THIS SYMBOL REFERS TO PROJECT NORTH. FOR W WATER HOOK -UP5, AND LINES TO ACTUAL NORTH, REFER TO SITE PLAN OR SURVEY METER CLOSET SHALL BE � ME P\D 0 DOCUMENTS. - 6- OAS FIELD E ELECTRICITY CONTRAGTOR B FORE N t ,nMMFNf,FMFNT OF SITE PLAN 1 i Ii 1 (01.011 tC3 <LI ED T PI con � � w Q e—+ w O _v___I *4 C CONNECT l u Z1>.r 50 0YAN D 4 I S.F .) 4' WIDE GONG. PAN Mp`1N SNOW 5TOR��'F aR ICE T1�/E AS REQ'D BY T.D.V � OF 1 q_ ��' L DT tt G`��`"" `� PROJECT NORTH UTILITY LEGEND DE !'\ReA - (942 5 F') 00 WITH 2" INVERT. (NO 5 �O(2l� F_v `Y - 9 R 0 d- HEAT) S3Oa OF 2140 S.F.�R ,\/ � � � 5 SEWER ALL UTILITY LOCATIONS, THIS SYMBOL REFERS TO PROJECT NORTH. FOR W WATER HOOK -UP5, AND LINES TO ACTUAL NORTH, REFER TO SITE PLAN OR SURVEY METER CLOSET SHALL BE � ME P\D 0 DOCUMENTS. - 6- OAS FIELD E ELECTRICITY CONTRAGTOR B FORE N t ,nMMFNf,FMFNT OF SITE PLAN 1 i Ii 1 (01.011 SOT I I LOT 12 � ' I I I 4852 MEADOW 862 MEADOW LANE 0.573 ACRES .582 ACRES 856 -' - 3" 8.0.5TEP &5&4'-q" T.O.5TEP5 8564' - 1/2" B.O.5TEP5/ NOTE: PROTECT- INLET FROM SILT Wl STRAW BALES / 5 RED AR FOUND P�AiN No 8581.4 El-E� {�3ENGi-IMAR�� '' GUL�/Ep-T W/ tv.. ~ PLACE EXISTtNC� 12'4D W/ Ft -ABET? ENi? Dip'. G pp G1tt VERT X 4' PAN 5EG -"ION5 , IN`/' OUT = 51.0` SLOPE FLOW 8560' -6 "' 1NV. iN - 5 , E NSt}Re 12 MIN. GO`/E LINE 2% MIN. SL OPE: 2% AT DF2.1V E"/�p`Y T L p\ M E P\ D o\N Rll 1 1 1 1 1 1 � 1 t BOULDER WALL BOULDER WALL -- 8 580 BOULDER WALL WINDOW WE 3568' -6" 0ULDER WALL s \T.O.5TEP5 8562-3" ,B.0.5TEP5 855x' -q" -, .0.5TEP5 855q' -7 112" N CULVERT W/ 18" DIA. GPP GULVERT X 45' W/ FLARED END 5EGTION5. INV. IN = 54.0' INV. OUT = 53.4' SLOPE 2 MIN. ENSURE 12' MIN. GOVERAGE AT DRIVEWAY r _- -- OR�iNA�E U Tt�tTY � S E ASEM 5 FOUND PLAIN Na. �Mi UT1U�Y POSE PNaNE PED. 8554 CAT\j PED. GRADE ROADSIDE DITCH TO DRAIN @ 2% MIN. 6'-O MIN. 4 -0 4' TOP SEAL CAP ; ___ j � a r NATURAL U ISTURBED r^•�Xt` '7, E NATIVE SOIL RAy pIL qN FI ER FggRIC ' N a �� FIEF S03LSNGINE�ER F DRAINAGE FILTER FABRIC �� 7pp EE i. D 1 UIDtTY�fy AN R Ml TTE HD FLAT L A H E A MAXI S �AV9IS ON �`i'X X9 R p ff 33 �tYtiL p , SURC kKS. I I 2. I g p WJTH N BE t D /i J p AC p k p� lETD BSED�4R�HyBERLS,gTq PREVpJTDFUTURE $� AT THEgD rN 6F2ppTHRE WALL. 3 LARGER�7 t,p B E D it�p1£ [l RL�EEA TITEHRPAPIDYA� E:ION 7 Q [ SLbPE NAY tibT BE TEE "PER 6 THAN 2�1 EI 3 1 1 3I_` p 7 { g �Hp p gT '" ppRTpA3IQDER�A EARTH CUT SLOPE CINGAPLED Tb THE 4' PERFORATED PIPE 5. gA KF[t{II,� ANp B SEE S((IIii``S gg ALL BE VERIFIED BY SOILS RbUTE TO DAYLIGHT. EPEINE�R D 1& CONSTRUCT ION bF WAIL. OR STORM SEWER 50U1DER RETAINING WALL - 51NOLE TIER 5C.ALE-: NOT TO 5GALE CONSTRUCTION NOTES. 1. THE LOCATION OF KNOWN UNDERGROUND UTILITIES HAVE BEEN PLOTTED BASED ON THE TOPOGRAPHIC SURVEY DATED xx /xx /06 BY xxxxxxxx. THESE UTILITIES, AS SHOWN, MAY NOT REPRESENT ACTUAL FIELD CONDITIONS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL UTILITY COMPANIES FOR FIELD LOCATIONS OF UTILITIES PRIOR TO CONSTRUCTION AND TO VERIFY LOCATION AND DEPTH BEFORE WORK BEGINS, THE CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ALL UTILITIES DURING CONSTRUCTION. 2. ALL EXCAVATION FOR RETAINING WALLS, UTILITY TRENCHES, ROADWAYS & DRIVEWAYS, BUILDING STRUCTURES & DRAINAGE FACILITIES SHALL MEET OSHA REQUIREMENTS. 3. ALL CONSTRUCTION TO BE IN CONFORMANCE WITH THE TOWN OF VAIL REGULATIONS AND DEVELOPOMENT STANDARDS HANDBOOK. 4. SOIL COMPACTION IS REQUIRED FOR SOIL BELOW ALL CONCRETE AND ASPHALT DRIVEWAY CONSTRUCTION AND TRENCH BACKFILL UNDER THE DRIVEWAYS IN ACCORDANCE WITH SOILS ENGINEER. 5. THE CONTRACTOR SHALL CONTAIN HIS CONSTRUCTION OPERATIONS TO THE AREA WITHIN LOTS 11 AND 12, EXCEPT FOR THE AREA IN THE RIGHT OF WAY - REQUIRED FOR DRIVEWAY AND UTILITY ACCESS. THE CONTRACTOR SHALL NOT OPERATE OUTSIDE THIS AREA WITHOUT THE PRIOR CONSENT OF THE PROPERTY OWNERS INVOLVED. ANY DAMAGE TO PRIVATE PROPERTY BY THE CONTRACTOR OUTSIDE THESE LIMITS WITHOUT THE PERMISSION OF THE PRIVATE PROPERTY OWNER WILL BE THE RESPONSIBILITY OF THE CONTRACTOR. 6. PROVIDE POSITIVE DRAINAGE AWAY FROM BUILDING STRUCTURES IN ALL DIRECTIONS. DO NOT ALLOW WATER TO POND ON -SITE. PROVIDE SWALES TO DRAINAGE STRUCTURES AND RUNOUT AS SHOWN. BUILDING FOUNDATION WALL HEIGHT TO BE A MINIMUM OF 6" ABOVE FINISH GROUND AT EXTERIOR WALL UNLESS NOTED OTHERWISE. . 7. PROTECT ALL DISTURBED SLOPES STEEPER THAN 3 FT. HORIZONTAL TO 1 FT. VERTICAL WITH EROSION CONTROL "TURF MATS ", VEGETATION OR OTHER MEANS TO PREVENT EROSION. SLOPES SHALL NOT BE STEEPER THAN 2 HORIZ. TO 1 VERT. UNLESS A RETAINING STRUCTURE IS PROVIDED. THE FLOW LINE OF SWALES SHALL NOT BE STEEPER THAN 2 HORIZONTAL TO 1 VERTICAL. WHERE NATURAL GRADES ARE STEEPER THAN 2:1 DISTURBED AREAS SHALL BE CONSTRUCTED WITH A MAXIMUM GRADE OF 2:1 AND BLENDED WITHIN A 5 FEET ZONE INTO THE STEEPER NATURAL GRADE. 8. BUILDING FOUNDATION STAKES SHALL BE SET BASED ON THIS SITE PLAN AND THE FOUNDATION PLANS. SURVEYOR SHALL NOTIFY ARCHITECT AND ENGINEER OF ANY DISCREPANCIES NOTED BETWEEN THESE TWO SOURCES OF INFORMATION. 9. ALL STREET CUTS IN THE MUST MEET THEIR SPECIFICATIONS AND DETAILS OF THE TOWN OF VAIL. CONTRACTOR IS RESPONSIBLE FOR ALL ROAD CUT PERMITS. 10. PLAN FOR STAGING AREA AND CONSTRUCTION WATER TO BE SUBMITTED TO OWNER FOR APPROVAL. THE STAGING AREA MUST BE KEPT CLEAN AND ORGANIZED AT ALL TIMES. (THE CONTRACTOR IS RESPONSIBLE FOR METERING AND ASSOCIATED WATER FEES) 11. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING CONSTRUCTION STAKING. 12. THE CONTRACTOR IS RESPONSIBLE FOR MAINTAINING A RECORD SET OF FIELD AS -BUILT DRAWINGS TO BE GIVEN TO THE DESIGN ENGINEER UPON COMPLETION. 13, THE UTILITY SERVICE LINES SHOWN REPRESENT THE PREFERRED LOCATION FOR CONNECTION TO THE BUILDING. LOCATION TIE -IN TO THE MAIN SERVICE LINES AT THE STREET ARE UNKNOWN. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION WITH ALL UTILITY PROVIDERS FOR RELOCATION AND/ OR TEMPORARY /PERMANANT REALIGNMENT OF EXISTING UTILITIES. CONTRACTOR SHALL CALL FOR LOCATES OF EACH UTILITY AND NOTIFY ARCHITECT OF EXISTING SERVICE LOCATIONS. 14. ANY DAMAGE TO THE EXISTING ROADWAY FEATURES INCLUDING PAVEMENT, STORM DRAINAGE, SHALLOW UTILITIES AND DEEP UTILITIES IS THE RESPONSIBILITY OF THE CONTRACTOR TO REPAIR AT HIS EXPENSE TO THE SATISFACTION OF THE OWNER AND MUST BE COMPLETED PRIOR TO THE ACCEPTANCE OF THE COMPLETED IMPROVEMENTS. 15. THE CONTRACTOR IS RESPONSIBLE TO PROTECT ALL EXPOSED WATER, SANITARY, GAS, ELECTRIC, TELEPHONE MAINS AND SERVICES DURING CONSTRUCTION, 16. MAINTAIN 10' MINIMUM HORIZONTAL SEPARATION BETWEEN OUTSIDE DIAMETERS(O.D.) OF WATERLINE AND SEWERLINE. MAINTAIN 18" MINIMUM VERTICAL SEPARATION BETWEEN WATERLINE AND UTILITY CROSSINGS. 17. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS REQUIRED FOR CONSTRUCTION, CONTRACTOR SHALL OBTAIN A CUT PERMIT FROM THE TOWN FOR WORK WITHIN THE PUBLIC RIGHT -OF -WAY. 18. THE CONTRACTOR IS RESPONSIBLE FOR COMPACTION OF FILL AREAS AND SOILS TESTING PER THE SOILS ENGINEER. 19. THE CONTRACTOR IS RESPONSIBLE FOR TRAFFIC CONTROL PLAN WHICH SHALL BE SUBMITTED TO THE CITY FOR APPROVAL. 20, ALL CONSTRUCTION ACTIVITIES MUST COMPLY WITH THE STATE OF COLORADO PERMITTING PROCESS FOR "STORM WATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY, AND AIR POLLUTANT EMISSION PERMIT." FOR INFORMATION, CONTACT THE COLORADO DEPARTMENT OF HEALTH, WATER QUALITY CONTROL DIVISION, WQCD- PE -62, 4300 CHERRY CREEK DRIVE SOUTH, DENVER, CO 8022 -1530, ATTENTION: PERMITS AND ENFORCEMENT SECTION, PHONE (303) 692 -3590. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING SAID PERMITS, AND SHALL PROVIDE A COPY OF PERMIT DOCUMENTS TO THE CITY FOR RECORD. 21. THE CONTRACTOR IS RESPONSIBLE FOR REVEGETATION OF ALL DISTURBED AREAS AND FOR BRINGING THE UNDEVELOPED PORTIONS OF THE SITE BACK TO ORIGINAL STATE. 22, THE CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL FOR THE ENTIRE CONSTRUCTION AREA AND SHALL BE IN COMPLIANCE WITH THE STATE OF COLORADO AND TOWN OF VAIL STANDARDS AND SPECIFICATIONS AND IS SUBJECT TO APPROVAL BY THE TOWN ENGINEER AND BUILDING INSPECTOR. 23. THE CONTRACTOR SHALL PROVIDE PROVIDE A ROCK BASE COURSE TO REDUCE MUD AND DIRT ON PUBLIC STREETS AT ENTRY TO CONSTRUCTION SITE. ♦ 1 1 ! t �T FOUND PLAIN No. 5 REBAR \\ GRAPHIC SCALE 20 0 10 20 40 ( IN FEET 1 inch = 2Q #t. RADIUS = 125.00' DELTA = 11'27'47" ARC = 25.01' TANGENT = 12,55' CHORD = 24.97' BRG = S30'53'54 "E .8 \ NOTES: FOUND PLAIN No. 5 REBAR 1) DATE OF TOPOGRAPHY: 8/20 ELEV. = 8561.4' 2) BASIS OF ELEVATIONS. TOP OF No. 5 REBAR FOUND MARKING THE EASTERLY CORNER OF LOT 12, ELEVATION = 8561.4' 3) NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT, MAY ANY ACTION BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TEN YEARS ~� FROM THE DATE OF CERTIFICATION SHOWN HEREON. �., 4) THE BOUNDARY DIMENSIONS, EASEMENTS AND RIGHTS OF WAY SHOWN HEREON ARE PER THE RECORD PLAT FOR THE SUBJECT PROPERTY, AND THE PROPOSED RESUBDIVISION PLAT OF LOTS 11 AND 12, PREPARED BY GORE RANGE SURVEYING, LLC, DATED DECEMBER 27, 2006. 6) LOTS 11 AND 12 LIE WITHIN THE "POSSIBLE AVALANCHE INFLUENCE ZONE" AND "HIGH SEVERITY ROCKFALL ZONE" PER THE TOWN OF VAIL OFFICIAL HAZARD MAPS. , • a � � � * w i � a � • � w a • a • a a � i a � � • r i o *r off • m • , ' s V - C6 30091 S 4 40 i ii • i ! r 1 2 4 Q. rn �C Lu W Q Q U 1 2 4 I min F1 '.-- { " UAR 19 swiLl k: m m "6!" 1 k I WA INDIGATE5 5MOKE DETECTOR, CEILING LOCATION RE: IRG 2003 (GURRENT CODE AND LOCAL JUR15DIGTION REGUIREMENT5) INP CEILING FAN LOCATION RE: LOCAL CODE REOUIREMENT5 OR DE51RED LOCATION INDIGATE5 FLOOR DRAIN LOCATION. H/ 5TONE ER AND 5TON76AP J , Alb Z INDIGATE5 WINDOW LOCATION ti 5EE WINDOW 5GHEOULE FOR 51ZE AND DATA. INDIGATE5 DOOR LOCATION 5EE DOOR 5GHEOULE FOR 51ZE AND DATA. INDIGATE5 H05E 1316 LOCATION. F,IR ' S - TFLOOR PLAN GZ i I d- 3P CD I I 00 Mkt I Alp, A16 FLOOR PLAN LEGEND INDIGATE5 5MOKE DETECTOR, GEILIN6 LOCATION RE: I RG 2003 (CURRENT CODE AND LOCAL JURI5DIGTION REQUIREMENT5) _�- l INP4,-;�5 EX� H�AU5T GEILING FAN LOCATION RE: LOCAL CODE --"° REQUIREMENT5 OR OE51RED LOCATION INDIGATE5 FLOOR DRAIN LOCATION. SECOND FLOOR PLAN ffj% 1/4' = 1 1-011 JJWM INDIGATE5 WINDOW LOCATION 200 5EE WINDOW 5GHEDULE FOR 51ZE AND DATA. INDIGATE5 DOOR LOCATION �! 5EE DOOR 5GHEOULE FOR 51ZE AND DATA. INDIGATE5 H05E BIB -I LOCATION. SECOND FLOOR PLAN ffj% 1/4' = 1 1-011 JJWM r- CD 0 0 >� 1 � N ( O to 4J Z E ► con Q U � � n _ d ry c/) 4= Z p m O _ 1 L� U M 0 I'- Cb O I O I w w 1" ry cc3 COD 0 � ►� m , U U c 3 ce-) y tom. o V p �° N u �" 1 1-011 G r- 0 O CD 0 C) o LO 0 cu E Co ry IIJ cn :7 C) 0 ry U m C) r- co CD 0 un CD Lli ry CY COID 75 rr. Q�O !:ci: C11,10 -M CIZI COO o tJ O U C I-n 00 cu I M 2. GONTRAGTOR TO PROVIDE GUTTER AND POHN5POUT5, HEAT TAPE REQUIRED. ROOF PLAN 1/4 = 1 1 -0 11 MVVN OF VAll G r- C) C) rl- 1 0 C\4 1 0 0 C) C) � 0 ry n U) :7 r - ) CO 0 ry r- 00 C) C con Cy Cl_ clon C-4 C-3 Q�) C,:3 %. coo A O r� � � � =L C) 0 WIN rl:5 V � o U coo CIO,) SHED ROOF CONSTRUCTION: — STANDING SEAM METAL OVER WATERPROOF MEMBRANE OVER PLYWOOD ROOF SHEATHING OVER INSULATED RAFTERS. SHED EAVE CONSTRUCTION: 5x8 TIMBER RAFTERS AT EAVES 515TERED TO 2X ROOF JOISTS. 2X6 T46 HOOD DECKIN& AND ROOF SHEATHING. 2X6 WOOD FASCIA — ROOF PEAK , 2 8605'-8" \A15 A13 \qr T.O. RIDGE C) RIDGE N 123'-6 3/4 THICK STUCCO: 3 LAYER CEMENT 5TU660 1 !li Y5TEM ON THERMAL AND e;Z INFI LTRATION BARRIEf ON PLY SHEATHING FLOWER E30X ---L l STUCCO: " -/108'-0 1/2 CEMENT STUCCO SYSTEM ON THERMAL AND AIR INFILTRATION BARRIER ON PLYWOOD SHEATHING FAI J STONE WALL GAP: GUT -STONE GAP - COLO. BUFF OR CAST STONE (BUFF COLOR) — WITH SLOPED TO DRAIN TOP. yy : 07 S Wi KI— I N ' Imm" T BONED ROOF GON5TRUGTION: STANDING SEAM METAL OVER WATERPROOF MEMBRANE OVER PLYWOOD ROOF SHEATHING OVER INSULATED RAFTERS. I RIDGE Alb RIDGE 8584' -O" NO 5 A21 No 59 I mm mwoal�" �I rp6`7f -- ---- r ft Ix" 2 = ONE LINTEL OVER GARAGE CUSTOM 6A4 6E OR5 DOORS N1 WI NDOWS. IN . DONS. ri- -- — — — — — — — — — — — — - - - 44 - - - - - - - - - - - - - - - -- TL----4 - - - J T — — — — — — — — — — — — — — — — — — — — — — — -- L_---- I - -------------- _ i _— L ---------------- - 1 - - -- - - -- I --------------- - - - - -- — ELEVATIONS ARE BASED ON DATUM 100 b5(951-0" I 'P MEMBRANE P. MEMBRANE TO LAP INT -LOK. MTL. FLA5HINC7OVER 7 Z7 � 2 F�ASGIA E30. OVER 2XI2 - - --------- 5UB_ 5UI3- 561A BD. N/ q" REVEAL. .0. FIN = 122'-8" 0 0 /' LEVEL = 122'-5" -f -P W'- EL. 8587'-5" ------ SOFFIT 5T IX6 T46 6PPAR SOFFIT a 0 VENTS N H INSECT 5GREEN5 C73 (D C) yy : 07 S Wi KI— I N ' Imm" T BONED ROOF GON5TRUGTION: STANDING SEAM METAL OVER WATERPROOF MEMBRANE OVER PLYWOOD ROOF SHEATHING OVER INSULATED RAFTERS. I RIDGE Alb RIDGE 8584' -O" NO 5 A21 No 59 I mm mwoal�" �I rp6`7f -- ---- r ft Ix" 2 = ONE LINTEL OVER GARAGE CUSTOM 6A4 6E OR5 DOORS N1 WI NDOWS. IN . DONS. ri- -- — — — — — — — — — — — — - - - 44 - - - - - - - - - - - - - - - -- TL----4 - - - J T — — — — — — — — — — — — — — — — — — — — — — — -- L_---- I - -------------- _ i _— L ---------------- - 1 - - -- - - -- I --------------- - - - - -- — ELEVATIONS ARE BASED ON DATUM 100 b5(951-0" I 'P MEMBRANE P. MEMBRANE TO LAP INT -LOK. MTL. FLA5HINC7OVER 2 F�ASGIA E30. OVER 2XI2 5UB_ 5UI3- 561A BD. N/ q" REVEAL. .0. FIN = 122'-8" 0 0 /' LEVEL = 122'-5" W'- EL. 8587'-5" ------ SOFFIT 5T IX6 T46 6PPAR SOFFIT a 0 VENTS N H INSECT 5GREEN5 C73 (D C) HDR C) T74 u i O LU r RAILING N5TRUGTION 0 2X4 TO ANDRAIL PC C) '� '14 pp 4X4 TO ' ON / To' 0 �= E H GRID BALLU5TER G ABL E ME L u- 0 T M RAILS 2X4 BOTT BOT A2 bx6 NE qx( POSTS 0 (A T T F T. F� IN = 11 -4 3� r6 S ol SE OND LEVEL = 111' -1 3/4" — 0 j �% Nq--T . PLY. EL. 8576'-1 3/4" c: V7 STONE VENEER: C) I -r TELLURIDE GOLD THIN u- � C2REY5TONE VENEER ON d i Lu THERMAL AND AIR ry - b INFILTRATION BARRIER ON C) `- PLYWOOD SHEATHING. --I RANDOM ASHLAR PATTERN, u- Lu COLORADO BUFF 5AN05TONE WALL CAPS. r- JkFIRST LEVEL = 100-0" T.O. COW 65 �-O�� EXTERIOR LIGHT F I XTURE - TYP. NORTH ELEVATION 1/4' = 1 1-011 ROOF PEAK A18 8605' -8° ROOF CONSTRUCTION: 40 YEAR ASPHALT SHINGLES OVER WATERPROOF MEMBRANE OVER PLYWOOD ROOF SHEATHING OVER INSULATED RAFTERS. f-- 0 0 0 0 C73 (D C) Lf-) .. cu E 0 n ::5 �= U) cy Li-i r) — 0 c: V7 0 ry r- 00 C) C) ff) Lu ry C-1 C-1 C-3 c' ? <=::, -4— cJ t=-b O ed rr:� �„��. Q O 0 N� 0 - 4- 4 CA) V y o cv COO-) I . bXb KNEE BR/\GF5 - RE.5TR)CT ----- 13O-4 A14 � �A_l 3 rikBTM. OF HEADER if JkBTM. OF HEADER NINDON TRIM (V4000 HORIZ2: 2X4 HEADER, TRIM, 5ILL � } � . | AIL --- ' --- --- --- | | | | | | | � | �� | | | | | ' ' | GARAGE LEVEL = 94' " -- — ---- — ---' ---' ---' ---' L --------|------------------------|----------------------------- | -----------|----------� ' | ' | | | | ^� ' � -_ — m � miK11";w A14 � �A_l 3 rikBTM. OF HEADER if JkBTM. OF HEADER NINDON TRIM (V4000 HORIZ2: 2X4 HEADER, TRIM, 5ILL � } � . | AIL --- ' --- --- --- | | | | | | | � | �� | | | | | ' ' | GARAGE LEVEL = 94' " -- — ---- — ---' ---' ---' ---' L --------|------------------------|----------------------------- | -----------|----------� ' | ' | | | | ^� ' � -_ ~ | * L LU t m zc — | Z �] LL |-� | LU m 1b1^��1��» .'�� . ° ,dl �2 TRIM A2 | || ' � | | ' !| | ! ' ! | i | | !� | |i ! _| / / < / | � | | � / ! | i! | !| | }| | || | U | | | -_ m zc �] |-� | LU con |"- | 0 1b1^��1��» .'�� . ° ,dl �2 TRIM A2 | || ' � | | ' !| | ! ' ! | i | | !� | |i ! _| / / < / | � | | � / ! | i! | !| | }| | || | U | | | Lo con 21 Cf) LU U 14 ;33 FOOT H�16HT LIMIT LINE i n - .il 1 - F A �Uk APPROXIMATI� LOCATION OF FOOTIN& ARD FOLWATION KAU'$ !$WM 0A5HE 0 RED - - -- _ -.... _��._._.,....._.,.�_.._ � j _.�. _. _ ._ _�- �-- r--x -- -- � - - ..�.._._._ ._.�,:_'�,.t..u.u...r... 6TfaXnVAt DQMIW75 "IN& IN 5TWWN KALL, VONC WM ON MLL - - - - - - - - - - - - - - - - - - - - - - - - &A6 METER - T I L .. _._____ - ____ - - - TA CONC. =MD &VEIL 1.0. PLY. R 8576'- 1 3T4 __. __,___.- N jdIN WD RON LEVEL = 96-0 r 4W T aWNT 5TlX40 ON THERMAL AND AiR INFILTRA'TION WRIlip- ♦ PLY*xv METeR 6LO!WT DWK-S - VOLELE DOORS (2) GARAGE LEVEL = 94'-0" T.O. CONC. EL. 8559'-0" APPROX. LOCATION — — — — — 5HONN DASHED. — — — — — I I — — — — — — — — — — — — — — — m 3m i TIMMN OFF IvWL ,r f REVE STAFF APPROVAL fl- (D (D I CD N I iv q (D I C) Lf') C) E 0 L-Li fy V) CD Z r-) M 0 1 fy ca ry) r) r- 00 0 0 CD rr) Li w "7 1 Cc3 0a CD C5 Cn (on con n:5 co rA P---4 cy ru OUTRIGGER- - 2 LAYERS 5/8" TYPE "X" 621^113 AT SOFFIT LOCATION. SIDING MATERIAL (5EE ELEV5) OVER 518" TYPE "X" 61^113. ROOF / WALL GON5TRUGTION: ASPHALT 5HIN6LE5 OVER 6ALV. MTL, VALLEY FLA5HIN6 OVER 2 LAYERS BITUTHENE (WRAP UP WALL 12") OVER 3/4" PLYWOOD OVER PRE-FAB TRUSSES *R-38 BATT INSULATION BETWEEN ROOF JOI5T5/TRU55E5, ADD (1) LAYER OF g" TYPE "X" GNB AT UNDERSIDE OF ROOF 5HEATI-IIN6, FOR THE P15TANGE OF 4'-0" TO PARTY WALL, IF ROOF 15 WITHIN 30" IN HEIGHT OF OTHER UNITS ROOF 4 LAYERS EXTERIOR GRADE 518 " GNI3 TYPE - X (DRYWALL) GONTINUOU5 FROM FOUNDATION TO ROOF 5HEATHIN6 ALL EXTERIOR NALL5 WITHIN 3' FROM PROPERTY LINE TO BE I HR. FIRE RE515TIVE GON5TRUCTION— GON5TRUGTION TO BE UL DE516N U33 — UPPER LEVEL A LAWN BENCH 3" GAP BETWEEN 5TUL R-21 BATT INSULATION - 7 3/4" PLYND. 5HEATHINC OVER TJI JOISTS - - - - - - - - - - MAIN LEVEL millimmillillill� (2 LAYERS 5/8" TYPE "X" &NI3 AT GARAGE CEILING LOCATION - PER IBC, R31'] 6ONGRETE 5LAB OVER GRAVEL RE: 5TRUCT. ONG5. LONER LEVEL 1 1-F molum - PARTYWALL DETAIL w7mm - - - - - - - - - - - - -- 6A5 APPLIANCE FIREPLACE N/ VERT. 13-VENT TO BE 5ELEGTED BY OWNER. DINING/ KITCHEN 21'-0" MASTER BEDROOM 0 'R lz 6A5 FIRE POWDER ------------- MASTER BATH I BATH #2 32 27'-0" Ems ( ALL INTERIOR AINVOYq, POOR, BA5E AND CA5E TRIM TW PLATE HEIGHT i -,5EC LEVEL 1 F IN. -:-:OF T.O. PLY. 85-16 3/4o P C) C) Lu ry cs 0� C)T Z- z --4 FIRST LEVEL T.O. CONC. 8565' b MUD ROOM LEVEL fir#3i :. . • r ■iii : � :... , . 1. G DINING/ KITCHEN A-0-pi-ST416 M. CLOSET DINING/ KITCHEN 3/8 = 1 1 - x 11 I I I moi r- c ) I 0 u 0 rr o co 01 ■iii : � :... , . 1. G DINING/ KITCHEN A-0-pi-ST416 M. CLOSET DINING/ KITCHEN 3/8 = 1 1 - x 11 I I I moi rr III • 40 40 4 MEOP r � i i n' n" ri 4- n ' n' I °-- - - - - -- - -__ —_ —� _ —� I i m ki M UO j PLATE HEIGHT 8516 ` -ci i THIRD LEVEL i 5EGOND LEVEL FIN, `76k_4 F I R5T LEVEL T.O. GONG. 8565' -0" i MUD ROOM LEVEL T.Q. GONG. 8560' -O" 6ARA6E LEVEL a i a i O C) U i :_--- t l IEI I E E.1--ll------------ I LOFT MASTER CLOSET "I xI Fr ALL INTERIOR NINDOIN, DOOR, E3A5E AND GA5E TRIM TEI ) • ,x 5ELEGTED BY ONNER. ( �; Lf FOHM I PLATE HE16HT =b5q0'-q" THIRD LEVEL I 1 - - 7 1 -5a — SECOND LEVEL I a � - I co FIRST LEVEL I I MUD ROOM LEVEL I T.O. GONG. 0560' CvARA6E LEVEL KITCHEN '000 ff; � II# �-4 T.O. PL 5 37 5 CONTINUOU5 AIR 5PACE BETWEEN 5TUP HALL AND C) 50IL-NAILED SHOT -GRETE Q) -r 5HORINC7 NALL - RE: 5TRUGT u 4 UJ r cz SHOT -CRETE $ 501L C) NAII-5 5Y5TEM WITH AIR C I 5PACE. RE: ENGINEERING u - ui DE516N DRIAIC-75. FIRST LEVEL I I MUD ROOM LEVEL I T.O. GONG. 0560' CvARA6E LEVEL KITCHEN '000 ff; � II# CLOSET #3 II I� III KX , j` f x ,r i l � � : v �H yy a 7 7 j � - T, - .1 r 3/8 11 = 1 1 -011 low i i PLATE HE16HT THIRD LEVEL i i SEGOND LEVEL i Mfct w C O i 0 -t W LL � FIRST LEVEL T.O. GONG. 8565-0" i MUD ROOM LEVEL T.D. GONG. 8560' -0" C7AR.AOE LEVEL I (l/ C) LL LU ED CD [ ivulel MASTER 1 5 . I I KITCHEN 9 3/8'1 = 1 1-011 PL ATE HE I C7HT 85g6' -q" i TH 1RL? LEVEL T7� FIN. 55 T.O. PL a 1� c SECOND LEVEL T.O - FtN. T.O. PLY. 85 -I 3 io O O z O = � oZ O -► FIRST LEVEL T.O. GONG. 8565'-0" 0 c� i MUD ROOM LEVEL T.O. GONG. 8560' -O" 6ARAOE LEVEL `' I - 1 R15ER5 -zd- @ 1 1/2" '21" 3 R15ER5 i © - 7 5/0" 0 3 R15ER5 ;S, ® 7 1/2" 3 RI5ER5 @ 71/2" "� 3 R15ER5 7 @ 5/8" 8 RI5ER5 ;�, © - 7 1/2'" °I 8 R15ER5 @ - 1 3/4" . 4. i f l m i m I 6 <r i 1 re 3 /811 = 1 1-011 i I i l SDI AT2= LIT SIT 6ARA6E LEVEL o o i ffl i� 13'- 6" RADIUS 01 2' -8" 5 >_0" 2' -81' 0" RADIUS 53 55 N cli 57 2' -8" 4' -0" x-40' RADIU5 co cv 87 N � � 2' -8" 2' -8" 2' -8" 5GALE: 3/8" = 1' - 0" LOT 11 — UNIT A (EAST UNIT) ARCHED WINDOW5 __t__ 1;7- 13'- 6" RADIU5 (, 2' -8" �, 5' -0" 2' -8" 43' RADIUS _ fi ss N ss n, loa cl, L 2' -8" �, 2' -8" 2' -8" �- 20' RADIU5 �i 40 43 N � 45 I �. 2' -8" I. 5' -0" �. 2' -8" �. >a I An SCALE: 318" = I' -0" 11 — UNIT B (WEST UNIT) ARCHED WINDOWS a g i y WIN DOW r ` w r � : • i P P ICTURE A � �® r i �� ' - P I CT U R E AR CHE D r ' C : • _,I• IImo�.® IOlGl►��►�ila►1 DOUBLE__ i Csi� . • r • AR D P A D P ICTURE .�RCHED 11 '® , P ICTU R E AR CHE D ; ,• DOUBLE i a• C ASEMEN T ri : 11 • ! PICTURE — ARCHED 2 _PICTURE__— ARCHED 1mm PICTURE — ARCHED 2i III � •I.I DO UBLE A WIN DOW ! CASEMENT P ICTU R E ARCHED - ARCHE : # RE ! .. r 010F33 RW.—A C PICTURE ._'P_ ICTURE_. �� r i �I ! w '� • �I�, PICTURE ARCHED 3 : :: II IIII •A'• D : PICTURE ARCHED 1 ; CASEMENT DOUBLE • � `, III ■III �'� • : • C �I PICTURE ARCHED 1 PICTURE AR HED 2 PICTURE ARCHED 3 I IIII I �I I I A 2 GENERAL HINDOW AND DOOR NOTES: I REFER TO EXTERIOR ELEVATION5 AND PROVIDE WINDONS 5HOWN MULLED TOGETHER A5 MULLED UNIT5. 2 EXTERIOR PATIO DOOR5 ARE TO BE PROVIDED BY THE WINDOW MANUFACTURE. REFER TO ELEVATION5. 3 WHEN GALLED OUT 51ZE 15 NOT AVAILABLE, REVIEW THE NEXT LARGER 5TANDARD 51ZE BEFORE 5PECIFYING GU5TOM. COORDINATE WITH 5TR.UCTURAL ENGINEER A5 NEEDED. 4 NINDON5 AND PATIO DOOR5 5HOULD BE ORDERED WITH 4a" JAM85. WINOON5 WITHIN NALL5 WITH THE EXTERIOR MATERIAL A5 5TONE VENEER OR WOOD 5HALL REGiUIRE FINI5HED TRIM JAMB EXTEN51ON5. THE5E EXTEN51ON 5HALL BE PROVIDED BY THE TRIM CARPENTER. 5 VERIFY EXACT 51ZE AND 5HAPE OF ARCHTOP NINDONS. * 5EE ELEVATION5 TH15 5HEET FOR EXACT DIMEN51ON5 OF NINDOW A55EMBLY. ENERGY CODE COMPLIANCE NOTE: ALL NINDON5 4 DOORS MU5T COMPLY KITH A 36 U- FACTOR OR BETTER RATING IN ORDER TO MEET THE RE5GHEGK COMPLIANCE CERTIFICATE. D OOR SCHED ELEV '.. i� : • r r GARAGE DOOR GARAGE DOOR !. ® • 111 i � : • III # �� ••� ! i GARAGE DOOR • i • r R E: ELEV . FULL HT GLASS DOOR ® : i D OOR SCHE I FULL HT GLASS DOOR • '�� • 111 • ' � R • 1 # ; '� : • IIII • : : • DOOR SCHEDULE I !• '�,i� FULL HT GLASS D RE: ELEV. MFGR. I �`i'� r, r •� II III i• ■ • '� ®. FULL HT GLASS DOOR i �!•:��/� DOOR • : G I� ; • . t� i IIII IIII 1` O O O_ ai ( 0 o 0 Lo c0 z ° ~ -0 c o n co cQ U � � w � 4— 7 M 0 CO ry Q F lAwl �� r- co O O I O I'` O 6v W W Ly ry w� U t�C3 i er mi Q, O° r� cr, da o DC � s w a 0 w i.• w ,r � � w w w . w w w Qom► s• • ` i P P ICTURE A � �® ' - P I CT U R E AR CHE D r r • AR D r • • • : : CASEMENT — it DOUBLE . . • i i ' — ARCHED P P — .1 C H E A WIN DOW ! CASEMENT P ICTU R E ARCHED - ARCHE : # RE ! .. r 010F33 RW.—A C PICTURE ._'P_ ICTURE_. �� r i �I ! w '� • �I�, PICTURE ARCHED 3 : :: II IIII •A'• D : PICTURE ARCHED 1 ; CASEMENT DOUBLE • � `, III ■III �'� • : • C �I PICTURE ARCHED 1 PICTURE AR HED 2 PICTURE ARCHED 3 I IIII I �I I I A 2 GENERAL HINDOW AND DOOR NOTES: I REFER TO EXTERIOR ELEVATION5 AND PROVIDE WINDONS 5HOWN MULLED TOGETHER A5 MULLED UNIT5. 2 EXTERIOR PATIO DOOR5 ARE TO BE PROVIDED BY THE WINDOW MANUFACTURE. REFER TO ELEVATION5. 3 WHEN GALLED OUT 51ZE 15 NOT AVAILABLE, REVIEW THE NEXT LARGER 5TANDARD 51ZE BEFORE 5PECIFYING GU5TOM. COORDINATE WITH 5TR.UCTURAL ENGINEER A5 NEEDED. 4 NINDON5 AND PATIO DOOR5 5HOULD BE ORDERED WITH 4a" JAM85. WINOON5 WITHIN NALL5 WITH THE EXTERIOR MATERIAL A5 5TONE VENEER OR WOOD 5HALL REGiUIRE FINI5HED TRIM JAMB EXTEN51ON5. THE5E EXTEN51ON 5HALL BE PROVIDED BY THE TRIM CARPENTER. 5 VERIFY EXACT 51ZE AND 5HAPE OF ARCHTOP NINDONS. * 5EE ELEVATION5 TH15 5HEET FOR EXACT DIMEN51ON5 OF NINDOW A55EMBLY. ENERGY CODE COMPLIANCE NOTE: ALL NINDON5 4 DOORS MU5T COMPLY KITH A 36 U- FACTOR OR BETTER RATING IN ORDER TO MEET THE RE5GHEGK COMPLIANCE CERTIFICATE. D OOR SCHED ELEV '.. i� : • r r GARAGE DOOR GARAGE DOOR !. ® • 111 i � : • III # �� ••� ! i GARAGE DOOR • i • r R E: ELEV . FULL HT GLASS DOOR ® : i D OOR SCHE I FULL HT GLASS DOOR • '�� • 111 • ' � R • 1 # ; '� : • IIII • : : • DOOR SCHEDULE I !• '�,i� FULL HT GLASS D RE: ELEV. MFGR. I �`i'� r, r •� II III i• ■ • '� ®. FULL HT GLASS DOOR i �!•:��/� DOOR • : G I� ; • . t� i IIII IIII 1` O O O_ ai ( 0 o 0 Lo c0 z ° ~ -0 c o n co cQ U � � w � 4— 7 M 0 CO ry Q F lAwl �� r- co O O I O I'` O 6v W W Ly ry w� U t�C3 i er mi Q, O° r� cr, da o DC � s w a 0 w i.• w ,r � � w w w . w w w Qom► s• • A 2 GENERAL HINDOW AND DOOR NOTES: I REFER TO EXTERIOR ELEVATION5 AND PROVIDE WINDONS 5HOWN MULLED TOGETHER A5 MULLED UNIT5. 2 EXTERIOR PATIO DOOR5 ARE TO BE PROVIDED BY THE WINDOW MANUFACTURE. REFER TO ELEVATION5. 3 WHEN GALLED OUT 51ZE 15 NOT AVAILABLE, REVIEW THE NEXT LARGER 5TANDARD 51ZE BEFORE 5PECIFYING GU5TOM. COORDINATE WITH 5TR.UCTURAL ENGINEER A5 NEEDED. 4 NINDON5 AND PATIO DOOR5 5HOULD BE ORDERED WITH 4a" JAM85. WINOON5 WITHIN NALL5 WITH THE EXTERIOR MATERIAL A5 5TONE VENEER OR WOOD 5HALL REGiUIRE FINI5HED TRIM JAMB EXTEN51ON5. THE5E EXTEN51ON 5HALL BE PROVIDED BY THE TRIM CARPENTER. 5 VERIFY EXACT 51ZE AND 5HAPE OF ARCHTOP NINDONS. * 5EE ELEVATION5 TH15 5HEET FOR EXACT DIMEN51ON5 OF NINDOW A55EMBLY. ENERGY CODE COMPLIANCE NOTE: ALL NINDON5 4 DOORS MU5T COMPLY KITH A 36 U- FACTOR OR BETTER RATING IN ORDER TO MEET THE RE5GHEGK COMPLIANCE CERTIFICATE. D OOR SCHED ELEV '.. i� : • r r GARAGE DOOR GARAGE DOOR !. ® • 111 i � : • III # �� ••� ! i GARAGE DOOR • i • r R E: ELEV . FULL HT GLASS DOOR ® : i D OOR SCHE I FULL HT GLASS DOOR • '�� • 111 • ' � R • 1 # ; '� : • IIII • : : • DOOR SCHEDULE I !• '�,i� FULL HT GLASS D RE: ELEV. MFGR. I �`i'� r, r •� II III i• ■ • '� ®. FULL HT GLASS DOOR i �!•:��/� DOOR • : G I� ; • . t� i IIII IIII 1` O O O_ ai ( 0 o 0 Lo c0 z ° ~ -0 c o n co cQ U � � w � 4— 7 M 0 CO ry Q F lAwl �� r- co O O I O I'` O 6v W W Ly ry w� U t�C3 i er mi Q, O° r� cr, da o DC � s w a 0 w i.• w ,r � � w w w . w w w Qom► s• • D OOR SCHE I FULL HT GLASS DOOR • '�� • 111 • ' � R • 1 # ; '� : • IIII • : : • DOOR SCHEDULE I !• '�,i� FULL HT GLASS D RE: ELEV. MFGR. I �`i'� r, r •� II III i• ■ • '� ®. FULL HT GLASS DOOR i �!•:��/� DOOR • : G I� ; • . t� i IIII IIII 1` O O O_ ai ( 0 o 0 Lo c0 z ° ~ -0 c o n co cQ U � � w � 4— 7 M 0 CO ry Q F lAwl �� r- co O O I O I'` O 6v W W Ly ry w� U t�C3 i er mi Q, O° r� cr, da o DC � s w a 0 w i.• w ,r � � w w w . w w w Qom► s• • DOOR SCHEDULE I !• '�,i� FULL HT GLASS D RE: ELEV. MFGR. I �`i'� r, r •� II III i• ■ • '� ®. FULL HT GLASS DOOR i �!•:��/� DOOR • : G I� ; • . t� i IIII IIII 1` O O O_ ai ( 0 o 0 Lo c0 z ° ~ -0 c o n co cQ U � � w � 4— 7 M 0 CO ry Q F lAwl �� r- co O O I O I'` O 6v W W Ly ry w� U t�C3 i er mi Q, O° r� cr, da o DC � s w a 0 w i.• w ,r � � w w w . w w w Qom► s• • 1` O O O_ ai ( 0 o 0 Lo c0 z ° ~ -0 c o n co cQ U � � w � 4— 7 M 0 CO ry Q F lAwl �� r- co O O I O I'` O 6v W W Ly ry w� U t�C3 i er mi Q, O° r� cr, da o DC � s w a 0 w i.• w ,r � � w w w . w w w Qom► s• • Q F lAwl �� r- co O O I O I'` O 6v W W Ly ry w� U t�C3 i er mi Q, O° r� cr, da o DC � s w a 0 w i.• w ,r � � w w w . w w w Qom► s• • • RIDGE POINT - SEE ELEVATIONS 12 STANDING SEAM METAL ROOFING ON FULL COVERAGE WATERPROOF MEMBRANE 12 5/8" TYPE 'X' GWB OVER VAPOR BARRIER/RETARDER ON WOOD JOISTS WITH R -38G BATT INSULATION BETWEEN JOISTS 518" TYPE 'X' GWB OVER VAPOR BARRIER/RETARDER ON 2X6 WOOD STUDS WITH R -Icl BATT INSULATION BETWEEN STUDS ROLL -VENT MATERIAL CUT BACK ROOF SHEATHING FROM RIDGE N rd r . . . 40 YEAR ASPHALT SHINGLES ON FULL COVERAGE WATERPROOF MEMBRANE VENTILATION SLOT GARAGE DOOR HEADER NOT SHOWN CE=MENT 5TUGGO SYSTEM OR WOOD SHINGLE OR WOOD SIDING OR STONE VENEER ON THERMAL AND AIR INFILTRATION BARRIER ON PLYWOOD 5HEATHING ON 2X6 WOOD STUDS TYPICAL 4:12 TAVT 1 1/211 = 1 1 - 011 WOOD SIDING: VERT. BOARD 6 BATTEN I' OR HORIZONTAL HOODT SIDING ON THERMAL AND AIR INFILTRATION BARRIER (LAPPED TO DRAIN) OVER SHEATHING. WOOD SIDING: BD /BAT BASE VERT. BOARD 4 BATTEN FLASHING AND WALL ON THERMAL AND AIR FLASHING AT STONE - ` INFILTRATION BARRIER (LAPPED TO DRAIN) OVER 2x4 BELLY BAND SHEATHING. T ft CUT STONE W/ FLASHING AND SLOPE r T' COUNTER 5AN05TO14E CAP FLASHING I ROLL -VENT MATERIAL CUT BACK SHEATHING j.1 FROM WALL STONE VENEER ON THERMAL AND AIR FLASHING OVER INFILTRATION BARRIER SHEET WATER ON PLYWOOD SHEATHING Ej \_✓ 12 PROOFING ON ON 2X6 WOOD STUDS ROOF SHEATHING METAL ROOFING ON WATERPROOF `\ MEMBRANE ON {� T ROOF SHEATHING STONE WOOD TRANSITION J ST SPACE 8 1 1/2 = 1' - LTION TBA FLE REFER TO STRUCTURAL 1 1 /211 1 1 - 011 VENTILATION BAFFLE 40 YEAR ASPHALT SHINGLE ROOFING ON FULL COVERAGE WATERPROOF MEMBRANE 12 6 i® CONTINUOUS ! / SOFFIT VENT BLOCK AS REQUIRED / FLASHING 5" HALF ROUND t GUTTER, REFER TO ROOF PLAN FOR LOCATIONS 5/8" TYPE 'X' GWB OVER VAPOR BARRIER/RETARDER ON WOOD JOISTS WITH R -38C BATT INSULATION BETWEEN JOISTS 2X6 FASCIA 5/8 TYPE X GWB BOARD OVER VAPOR BARRIER/RETARDER 2x12 5UB- FA5CIA ON 2X6 WOOD BOARD STUDS WITH R -ICI IX6 T46 WOOD BATT INSULATION SOFFIT BETWEEN STUDS �� . 114 VENTILATION SLOT �F PLAN CEMENT STUCCO SYSTEM OR WOOD SHINGLE OR WOOD 5101 NO OR STONE ' VENEER ON THERMAL AND AIR INFILTRATIONv BARRIER ON PLYWOOD I SHEATHING ON 2X6 WOOD STUDS TYPICAL EAVE 1 1/211 = 1 1 -0 '1 CEMENT 5TUG60 SYSTEM ON THERMAL AND AIR INFILTRATION BARRIER ON PLYWOOD SHEATHING ON 2X6 WOOD STUDS CEMENT STUCCO BASE FLASHING AND WALL FLASHING CUT STONE W/ SLOPE SANDSTONE GAP STONE VENEER ON THERMAL AND AIR INFILTRATION BARRIER ON PLYWOOD SHEATHING ON 2X6 WOOD STUDS CEMENT STUCCO SYSTEM ON THERMAL AND AIR INFILTRATION BARRIER ON PLYWOOD SHEATHING ON 2X6 WOOD STUDS ----- CONTINUOUS FLASHING AT BD /BAT BASE .r��..��.....■ � ! ��]IiI�IR�1 CEMENT 5TUGGO SYSTEM ON THERMAL THICK STUCCO: AND AIR INFILTRATION 3 LAYER CEMENT STUCCO BARRIER ON PLYWOOD ^~ SYSTEM ON THERMAL AND SHEATHING ON 2X6 r - AIR INFILTRATION BARRIER; WOOD STUDS ON PLYWOOD SHEATHING t THICK STUCCO / STUCCO /.WOOD /� STUCCO TRANSITION TRANSITION V li _ 11 1 1 /2 = 1 i -011 1 1 /2 = 1 -{) V 1 1/2 = 1 1 -0 g" GWB ON VAPOR -° RETARDER ON 2X6 EXTERIOR WALL STUDS. R -21 BATT INSULATION BETWEEN STUDS CAPILLARY - ---- -� BREAK J" GAP BETWEEN GWB AND CONCRETE FLOOR. SEALANT AT GAP ISOLATION JOINT w h 4 CONTINUOUS 12 SOFFIT VENT SCISSOR TRU55 T. RETARDER ON BOTTOM BLOCK AS VENTILATION BAFFLE TO RIDGE VENT OR AS HIGH REQUIRED AS NEEDED TO HOLD INSULATION BACK FROM CONTINUOUS SOFFIT VENT UNDERSIDE OF ROOF SHEATHING TO ALLOW FOR - FLASHING VENTILATION AIR FLOW T SHEATHING. G 40 YEAR ASPHALT SHINGLES ON FULL GUTTER, REFER TO RETARDER ON 2X6 COVERAGE WATERPROOF MEMBRANE 1 12 STUDS. R -21 BATT 6 w h 4 CONTINUOUS 12 SOFFIT VENT I X6 T 4 G WOOD SOFFIT SPRING POINT/ PLATE HT r 9" GWB ON VAPOR 2 RETARDER ON BOTTOM BLOCK AS CHORD OF TRUSS. REQUIRED PROVIDE A MINIMUM R -38 CONTINUOUS SOFFIT VENT BATT OR BLOWN -IN - FLASHING INSULATION T SHEATHING. 5" HALF ROUND" GWB ON VAPOR — GUTTER, REFER TO RETARDER ON 2X6 ROOF PLAN FOR EXTERIOR WALL LOCATIONS STUDS. R -21 BATT 4 INSULATION BETWEEN 2X6 FASCIA STUDS BOARD o° o� o CAPILLARY BREAK 2x12 5UB- FA5GIA 2x4 BELLY BAND ---� BOARD ° I X6 T 4 G WOOD SOFFIT SPRING POINT/ PLATE HT r PROVIDE INSULATION IN SOFFIT TO HELP THE PREVENTION OF ICE DAMNS 2 AND AIR INFILTRATION AT TRUSS ENDS PROVIDE SAVE TAIL TO cl" THICKNE55 CONTINUOUS SOFFIT VENT 8 r FLASHING 1x6 T AND G SOFFIT 2x6 CORNER BOARD BEYOND REFER. TO ROOF PLAN 1 1/211 = 1 1 . 011 Q a t� LIE a as as 00 0000 0 00� 0 Oa a a0 ° o 000 c ° p °O a °0 ° 0 o o ° ao a ooa © ° ao a o CONCRETE SLAB ON VAPOR BARRIER ON R -10 RIGID INSULATION ON GRANULAR FILL WOOD BASE 15 NOT TO BE IN CONTACT WITH THE CONCRETE FLOOR SLAB 4 d WOOD 51DING: VERT. BOARD 4 BATTEN ON THERMAL 11! AND AIR INFILTRATION BARRIER (LAPPED TO o 0 DRAIN) OVER GUTTER, CONTRACTOR SHEATHING. + TO DETERMINE - CONTINUOUS FLASHING o FOUNDATION WALL AND '0 LOCATIONS 4 AT BD /BAT BA5E 4 4 o° o� o CAPILLARY BREAK 2X6 ROUGH 2x4 BELLY BAND ---� Q ° E.. 1E VENTILATION SLOT/VENT BETWEEN JOIST 4 d Q 4 OMER= 1 1/211 = 1 1 -0 11 FINISHED GRADE TO SLOPE AWAY FROM �- �Elll ING AT 1: 10 E a0 GOMP051TE DRAINAGE BOARD WITH FILTER FABRIG ON 2" RIGID INSULATION OVER DAMP PROOFING OR WATER PROOFING ON CONCRETE WALL (DAMP Q PROOFING TO CONTINUE TO TOP OF CONCRETE WALL, WATER PROOF MEMBRANE TO CONTINE TO 2' -6" ABOVE FIN5HED GRADE, AND DRAINAGE BOARD TO CONTINUE FROM FOOTING TO WITHIN 8" BELOW FIN15H GRADE). (2" RIGID INSULATION TO EXTEND FROM 8" BELOW FIN15H GRADE TO 4' -8" BELOW FINISH GRADE) ALTERNATE: USE 2" 'DRAIN AND DRY' BOARD EXTENDING FROM 8" BELOW FINISHED GRADE TO FOOTING AND FOUNDATION DRAIN INSTEAD OF 6OMP051TE DRAINAGE BOARD AND 2" RIGID INSULATION, GRAVEL FILTER FABRIG CHORE) OF TRUSS. PROVIDE A MINIMUM R -38 BATT OR BLOWN -IN INSULATION oc o 0 � SHEET OF VAPOR GUTTER, CONTRACTOR ° ° ° BARRIER BETWEEN TO DETERMINE o FOUNDATION WALL AND '0 LOCATIONS 4 O FOOTING FOR 4 4 o° o� o CAPILLARY BREAK 2X6 ROUGH Q ° SAWN FASCIA 'T °° ° 0 0 BOARD a GO T 2X10 ROUGH o SAWN FA5GIA 4 4 o off BOARD ALL CONCRETE WALLS AND REFER TO STRUCTURAL DRAWING FOOTINGS ARE TO HAVE A 5 FOR FOUNDATION/FOOTING FOUNDATION DRAIN - INCLUDING THE DESIGN AND REINFORCING INTERIOR FOUNDATION WALLS. RE: 501L5 REPORT SLOPED 4" PERFORATED PIPE. RE: 501 L5 REPORT OMER= 1 1/211 = 1 1 -0 11 FINISHED GRADE TO SLOPE AWAY FROM �- �Elll ING AT 1: 10 E a0 GOMP051TE DRAINAGE BOARD WITH FILTER FABRIG ON 2" RIGID INSULATION OVER DAMP PROOFING OR WATER PROOFING ON CONCRETE WALL (DAMP Q PROOFING TO CONTINUE TO TOP OF CONCRETE WALL, WATER PROOF MEMBRANE TO CONTINE TO 2' -6" ABOVE FIN5HED GRADE, AND DRAINAGE BOARD TO CONTINUE FROM FOOTING TO WITHIN 8" BELOW FIN15H GRADE). (2" RIGID INSULATION TO EXTEND FROM 8" BELOW FIN15H GRADE TO 4' -8" BELOW FINISH GRADE) ALTERNATE: USE 2" 'DRAIN AND DRY' BOARD EXTENDING FROM 8" BELOW FINISHED GRADE TO FOOTING AND FOUNDATION DRAIN INSTEAD OF 6OMP051TE DRAINAGE BOARD AND 2" RIGID INSULATION, GRAVEL FILTER FABRIG CHORE) OF TRUSS. PROVIDE A MINIMUM R -38 BATT OR BLOWN -IN INSULATION " 6NB ON VAPOR RETARDER ON 2x6 STUDS N /R21 BATT IN5UL FIN FLOOR 5UPPORTIN6 BEAM RE: 5TRUCT, DN65. NATERPROOF MEMBRANE TO EXTEND UP NALL 2-6" FLASHING FROM UNDER 510IN6 OR DOOR THRESHOLD TO TOP OF GONG. 5/8" TYPE 'X' &N6 OVER VAPOR BARRIER/RETA ON 2X6 WOOD STUDS KITH R -, BATT INSULATIC BETWEEN STUD{ WOOD GASIN( PROFILE TBD BACKER ROE AND SEALAN SHIM SPACE R.O. = UNIT 51ZE + 1/2" JAK SHIM SPACE BACKER ROE AND SEALAN 1 1/4" THICK SILL PROFILE TBD WOOD APRO' PROFILE TB)v WATERPROOI MEMBRANE T OVERLAP All INFILTRATIOt BARRIER AN! EXTEND OVE ROUGH SILL STONE VENEER STONE SILL STONE: VENEER 1 1/2 = 1' -U" 518" TYPE 'X' 6NB OVER VAPOR BARRIER/RETF ON 2X6 NOOD STUDS WITH R- BATT IN5ULAT1 BETWEEN STUD AIR INFILTRP BARRIER TO OVERLAP NATERPROOI MEMBRANE HEAD WOOD GA51N( PROFILE TBG BACKER ROI AND SEALAN SHIM SPACE H EP WOOD SILL AND APRON R.O. = UNIT SIZE + Iii STONE SILL JAN SHIM SPACE BACKER RO AND SEALAN 1 1/4" THICK SILL PROFIL TBD WOOD APRG PROFILE TBI NATERPROG MEMBRANE OVERLAP Al INFILTRATIOt BARRIER Alr EXTEND OVE ROUGH SILL SILL :XIBLE ALANT / INKING COLOR MATCH STONE CEMENT 5TUCGO 5Y5TEM ON THERMAL AND AIR INFILTRATION BARRIER ON PLYWOOD 5HEATHIN6 ON 2X6 WOOD STUDS (NATERPROOF MEMBRANE FROM FOUNDATION NALL5 AND ROOFS 15 TO CONTINUE TO 2' -6" ABOVE FINISHED GRADE, TERRACE, OR ROOF SURFACE) •t1 • N I 1 1 0 1 A I W& � 1 1/ == 1 1 -011 6X6 POST BEYOND 4X4 SLOPED TOP RAIL 2X4 MID RAILS 2X2 BOTTOM RAILS FLASHING UNDER GONG LIP LA6 BOLTS INTO RIM JOISTS (2) LAYERS OF WATERPROOF MEMBRANE ON PLYNOOD. PROVIDE PROTECTION OVER ALL FASTENERS TO PROTECT MEMBRANE FROM PUNCTURE CONCRETE WITH RADIANT HEATING TUBES ON THIN GOMP051TE DRAINAGE BOARD ON NATERPROOF MEMBRANE a MAX OPENING) PAINTED FLAT BLACK o r r i rA, ` 1 STONE VENEER LARGE STONE LINTEL (IF STEEL STONE SUPPORT 15 REQUIRED CONGEAL FROM VIEW) 5A8" TYPE 'X' 6NB OVER VAPOR BARRIER/RETARDER ON 2X6 HOOD 5TUD5 KITH R -21 BATT INSULATION BETWEEN STUDS CEMENT 5T000O SYSTEM ON THERMAL AND AIR INFILTRATION BARRIER ON PLYWOOD SHEATHING ON 2X6 WOOD STUDS (WATERPROOF MEMBRANE FROM FOUNDATION NALL5 AND ROOFS 15 TO CONTINUE TO 2' -(g" ABOVE FINISHED GRADE, TERRACE, OR ROOF SURFACE) 5 /b" TYPE 'X' 6NB OVER VAPOR BARRIER /RETARDER ON 2X6 NOOD 5TUD5 WITH R -21 BATT INSULATION BETWEEN STUDS STRIP WATERPROOF MEMBRANE: TO OVERLAP FRAME I" AIR INFILTRP BARRIER TO OVERLAP NATERPROOI MEMBRANE fi HEAD WOOD GA514 PROFILE TBD BACKER ROT AND SEALAN SHIM SPACE &A a WOOD SILL AND APRON - R.D. = UNIT 51ZE + 1/2" —I(V d' WOOD SILL r SHIM SPACE BACKER ROD AND SEALANT 1 1/4" THICK SILL PROFILE TBD WOOD APRON' PROFILE TBD WATERPROOF MEMBRANE: TO OVERLAP AIR, INFILTRATION BARRIER AND EXTEND OVER ROUGH SILL SILL 1• 1 I►.A COPPER FLASHING 2"x10" NOOD HEADER 1 1/2" FILLER TRIM 518" TYPE 'X' OB OVER VAPOR BARRIER/RETARDER ON 2X6 HOOD 5TU05 KITH R -21 BATT INSULATION BETWEEN 5TUD5 / t 1 112" FILLER TRIM 2"x6" WOOD WINDOW TRIM + uj N z C), METAL GLAD WOOD SILL WITH — SLOPED TOP -1N 1 I ii°° –DRIP 2 WOOD SIDING OR VERT BD /BAT OVER AIR INFILTRATION BARRIER 1 1/ 1 1 - 1 1 2 V - �U' fi 50IL-NAIL SURFACE WITH STONE VENEER TO MATCH HOUSES. --- 8 " a.X N N 3t T.O. GRADE= 129'-0" N 8594 04 '-0" GONG RETAIN. WALL PV STONE VENEER FINISH AND GUT -5TONE CAP (SLOPED) TO MATCH HOUSE. 1YP. 3 GONTINUOLro AIR SPACE BETWEEN STUD WALL AND 501L- NAILED SHOT-CRETE SHORING WALL - RE: 5TRXT 5HOT--CRETE 4 501L NAILS SYSTEM WITH AIR SPACE. RE: ENGINEERING DE-516N M465. SOIL-NAIL SURFACE - WITH STONE VENEER TO MATCH HOUR. E5. SOIL NAILS Typ GONG RETAIN. HALL IN STUCCO FINISH AND CUT-5TONE CAP (5LOPED) IYP. i Ii 4e\' -44" 10 " W— i n WITH AIR SPACE. RE: ENGINEERING DE-516N DRW55. 5'-0" CONTINUOUS AIR SPACE BETWEEN STUD W" AND 501L- NAILED SHOT -CRETE 5HORIN(5 WALL - RE: 51PXCT 50IL-NAIL SURFACE --- WITH STONE VENEER TO MATCH HOL6ES. SYSTEM WITH AIR SPACE. RE: ENGINEERING DE5I(5N DIRM-6. 3'-0" CONTINUOUS AIR SPACE BETWEEN STUD HALL AND 501L- NAILED 5WT- 5HORIN6 HALL - RE: STRLIGT . — 8" MASTER BEDROOM fi C A' A" 8" MASTER BEDROOM 6 AM I i 111 4 A$ n" ING SECTION SURFACE WITH STONE VENEER TO MATCH HOL15E5. COW RETAIN. HALL W 5V" FINISH AND GUT -5TONE CAP T.O. WALL= 116'-8" '9- 1 8592-8" BBO PATIO - IN = 11 l'-4 3/4" C-LEVE Ill'-1 3/41;, JJttflJ )LY. EL. 8576'- 1 3/4" X GONG RETAIN. Kq JAV STONE VENEER 5HOT-GRETE 4 501L NAILS 5Y5TEM FINISH AND GUT -'51 WITH AIR SPACE. RE: ENGINEERING CAP (SLOPED) TO DE-516N M465. MATCH hvXJ5E. TlrF 174 — — — — — — — .—..— — — — — t NOTE: SHEET A22 HAS BEEN ADDED AS PART OF SITE REVISION #1 SITE GRADING SECTION 2. . 6 3/16 = 1' -011 1 s s I LOT 11 LANDSCAPE LEGEND 5YM130L NAME 51ZE QUANTITY EVER6REEN5 B5 COLOR4DO BLUE 5PP4CE 5' ,TALL 5 GAL. 14 (POPULU5 AN605TIFOLIA) POTENTILLA FRUTIG05 pp PONDEROSA PINE 8` ,TALL 5 GAL. 18 (PINU5 PONDEROSA) (JUNIPER HORIZONTALI5) DEG I DUOU5 TREE5 GA FLOYIERIN6 GRAB APPLE 3" GAL. 2 �'S (MALUS CENTURION) QUAKING ASPEN QUAKING 3" GAL. 12 OA GLABRUM) ER EASTERN REDBUD 3" CAL. 3 VB (CERCIS GANADEN515) SUMMIT ASH 3" GAL. 3 5A (FR.AXINUS PENN5YLVANNIGA 'SUMMIT`) 1 t r � r 1 t 1 • 1 � t it 1 � 1 I 1 s s I LOT 11 LANDSCAPE LEGEND 5YM130L NAME 51ZE QUANTITY EVER6REEN5 B5 COLOR4DO BLUE 5PP4CE 5' ,TALL 5 GAL. 14 (POPULU5 AN605TIFOLIA) POTENTILLA FRUTIG05 pp PONDEROSA PINE 8` ,TALL 5 GAL. 18 (PINU5 PONDEROSA) (JUNIPER HORIZONTALI5) DEG I DUOU5 TREE5 GA FLOYIERIN6 GRAB APPLE 3" GAL. 2 �'S (MALUS CENTURION) QUAKING ASPEN QUAKING 3" GAL. 12 OA GLABRUM) ER EASTERN REDBUD 3" CAL. 3 VB (CERCIS GANADEN515) SUMMIT ASH 3" GAL. 3 5A (FR.AXINUS PENN5YLVANNIGA 'SUMMIT`) 5HRU85 POTENTILLA/CINQUEFOIL 5 GAL. 14 PF POTENTILLA FRUTIG05 i ..XINIPER 5 GAL. 18 JU (JUNIPER HORIZONTALI5) PURPLE LEAF 5ANDCHERRY 5 GAL. ( 2 �'S PRUNU5 615 REDTWI6 DOONOOD 5 GAL. 12 A CORNUS SERIG VIBURNUM 5 GAL. 14 VB A/iFii p7AY nvt Y'i211 n� 11+fil LANDSCAPE NOTES: ALL AREAS OF SHRUBS AND GRC.JIIND COVERS SHALL RECEIVE A PROPER CONTROLLED FLOW DRIP IRRIGATION5 SYSTEM. ALL IRRIGATION SYSTEMS TO BE DE516NED AND SUBMITTED TO ARCHITECT BY LANDSCAPE CONTRACTOR FOR APPROVAL PRIOR TO 51h3MITTAL TO FINAL DR3. ALL D15TUR5ED AREAS SHALL RECEIVE REVEGETATION SEEDING WI WILDFLOWER MIX. EROSION CONTROL SHALL BE MAINTAINED BY PLACEMENT OF SILT FENCE ALONG DRAINAGE AREAS AND DOWNHILL PROPERTY LINES. LIGHTING LEGEND 0 1 if =10 l -0 11 i • i A i i r r � r • it r i i i r - - — � + i r .r r • i r_ .r �r .r s • Design Criteria: Code Edition: Live Loads: Roof Floor Deck Dead Loads: Roof Floor Deck • • 55 psf 0 4 :12 Slope) and 100 psf (4 :12 Slope 4 Less) 100 psf 20 psf 55 psf (Up to 5" Conc. Topping) 65 psf (4" Stone Pavers 4 Grout) Lateral Loads: Basic Wind Speed: 4 10 mph (3 Second Oust) Exposure: C Seismic Design Class: C Foundations: A. Design is based upon values found in report #106 0116 by HP Oeotech, Inc. dated 01/2'7/2006. Foundation construction may not proceed without verification of these values. If discrepancies exist In actual site conditions or the report, notify FOR for review. B. Continuous concrete footings and foundations are based upon o maximum allowable design soil bearing pressure of 2000 psf (dead load plus full live load). G. Foundations and retaining walls have been designed using on active lateral pressure of 50 pcf and a passive lateral pressure of 250 pcf. D. All footings shall bear on firm, undisturbed natural soil or properly compacted structural fill in accordance with the recommendations of the geotechnical engineer including proof - rolling and over - excavation as required. All footings are to bear a minimum of 48" below exterior grade. Center all footings under wails or columns unless otherwise noted on plans. F. Avoid excessive wetting or drain of the excavations, keeping the excavation reasonably free from water during placemenE of concrete. Provide continuous perimeter drains around the base of foundation and retaining walls. Refer to geotechnical report for specific under - drain system requirements. F. eackfill shall be compacted to meet a 415% minimum standard Proctor density per ASTM D -1551 unless otherwise noted in the geotechnical report. Backfill shall be placed in 12" maximum vertical lifts or as detailed in the soils report and shall be free of deleterious material and compacted in a manner that does not damage the foundation, waterproofing or damp proofing material. If soft spots are encountered contractor shall remove material and re- compact w/ approved material (RE. soils report) Finished grading shall drain away from the foundation wall at a minimum of 5%. 6. Do not bockfiil against Iower level walls or walls in retaining until all supporting elements are in place and properly anchored or adequate shoring is installed. Concrete slabs shall be properly cured. H. Contractor shall retain a licensed geotechnical engineer to verify soils conditions during excavation. Verify any discrepancies from the original values in writing to structural engineer for re- evaluation of the foundation design. Reinforced Concrete: A. All structural concrete had been designed in accordance with ACI 318 -05. All structural concrete construction work shall conform to ACA 301 -05 unless noted otherwise. B. Cast in place concrete shall be made with type 1/11 sulfate- resistant cement to maintain the following requirements, admixtures containing chloride salts shall not be used. Element: F'c Mix Tuce Max H1G Ratio % Air Footings 5000 psi - - -- - - -- Foundations 5500 psf - - -- Interior Slabs on Oracle 3000 psi 0.5 - - -- Exterior Slabs on Grade 4500 psi 0.45 b -a% C. Concrete coverage for reinforcing steel shall provide the following: 1. Concrete poured permanently against earth: 3 2. Concrete poured in forms (exposed to weather or earth): 2" 3. Concrete (not exposed to weather or earth) • Slabs and walls 3/4" • Beams and columns 1 142" D. Concrete slabs on grade shall have sawn or trowel cut control Joints at a maximum spacing of 12' -0" in each direction or 120 sq-ft within 12 hours of pouring. Carry reinforcement through Joints and locate isolation Joints around columns at exterior wall. Consult engineer prior to connecting the slab on grade to other portions of the superstructure. E. Hot and cold weather concreting procedures shall conform to the recommendations in the ACI Manual of Concrete Practice. F. Anchor bolts In wood sill plates shall be spaced at a maximum of 36" on center, unless noted otherwise on shear wall schedule, with one anchor at 12" from each end or corner and a minimum of two anchors per piece. Bolts for beam and column bearing plates shall be, set with templates. , 6. Expansion bolts shall be placed a minimum of 6 bolt diameters from concrete edge and maintain a 10 bolt diameter in spacing, unless noted otherwise. H. Any stop in concrete work must be made at third point of span with verticcai bulkheads and horizontal shear keys, unless noted otherwise. Slabs, footings, beams and wails shall not have Joints in a horizontal plane. Reinforcing Steel: A. All reinforcement detailing, fabrication and placement shall conform to the ACI Details and Detailing of Reinforcement (A61 315 -4141). 5. All reinforcing shall be of high grade deformed bars conforming to ASTM A615, grade 60, except ties and anchors which shall conform to ASTM A615, grade 40 or ASTM A grade 60. 6. Helded wire fabric shall conform to ASTM AI85, grade 60 and be lapped a minimum of one full mesh plus two inches at side and and splices and be, wired together. D. Lap splices of reinforcement, where permitted, shall be a minimum of 48 bar diameters for #6 bar and smaller and 80 bar diameters for #7 and #8 bar, unless noted otherwise. Contact engineer for splicing recommendations prior to construction where not specifically detailed or noted. Do not weld or use mechanical splicing. E. Continuous top bars shall be spliced at mid -span and continuous bottom born over supports. F. At corners make bar continuous through discontinuity or provide corner bars. Corner bars to extend 5' -0" each side of corner. Place two #5's (per 8" of thickness) to extend a minimum of 2' -b" around all openings /steps in walls, slabs and beams. Provide #5 x V -O" diagonal at all openings /steps in wails, slabs and beams. 6. Contractor shall place (2) -#5's vertically full height of wail at high side of all wall steps higher that 4' -0" in addition to wall reinforcing shown otherwise. H. Extend reinforcing steel a minimum of 2' -6" through cold Joints and coordinate cold Joint locations with structural engineer. Loose Lintels: A. Unless noted otherwise, provide loose Iintels as follows: • One angle for every 4" of wall thickness, to bear a minimum of 6" at each end: Openings 4' - 0" or less ------------ 5 1/2" x 5 1/2" x 1/4" Openings 4' -1" to 6' -0" ------------ 4" x 5 1/2" x 1/4" Openings 6' -1" to 8' -0 ------ - - - - -- 5" x 3 1/2" x 1/4" Openings 8' -i" to 10' -0"' ----- - - - - -- 6" x 5 1/2 " x 5/16" Orient lintel angles back -to -back with long legs vertical. B. Structural steel supplier to furnish lintels for veneer openings per the loose lintel schedule or as shown otherwise on structural drawings. C. The stone veneer support, at the fireplace stone veneer, is as follows: The chimney veneer above the roof sheathing is supported by on L4x6x5/16 with on LVL ledger cut Into the wall with (3) -16d nails. This veneer load is tronsfered into the chimney flue stud Noll. The chimney flue stud wall either transfers to the floor framing below or is continuous to a concrete footing below: If the fireplace stone veneer terminates, or is continued to the level below, the stone veneer is supportedon an LVL beam pack in the floor framing RE: Plan. If the fireplace stone veneer is continued to the level below, the veneer may be supp with an L4x6x5 connected to on LVL ledger cut into the fireplace flue stud wail and to the level below. Provide blocking, if required from the stud wall above to the stud wall below. Structural Wood Framing: A. All framing and srust lumber shall be of dry Douglas Fir -Larch (DF), graded by Western Wood Products according to the following recommendations. All 2" nominal lumber, except studs shall be of DF #2 or better, and solid timber beams and post 3" nominal and wider shall be DF #2. B. All studs shall be of Stud Grade Douglas Fir or Hem -Fir (HF). C. Built -up 2x nominal lumber members shall be of the following requirements: Element Beams 2x - DF #2 or better (size per plan) Beams 5x - DF #2 (size per plan) Posts DF or HF #2 or better 2x4 or 2xb studs Connection (2) -rows of 12d nails a 12" o.c. or (2) -rows of 1/2" dia. thru -bolts a 24" o.c. (2) -rows of 12d nails a 12" o.c. or (2) -rows of 1/2" dia. thru -bolts a 24" o.c. (2) -rows of 12d nails a 6" o.c. D. Top and bottom plates shall be of Douglas Fir -Larch or Hem -Fir #2 or better. Plates In direct contact with concrete or masonry shall be of pressure treated Hem -Fir #2. Preservative treated lumber requires all connections and nailing be golvonived per code. E. For all solid or built -up columns bearing through floor - Joist spaces, provide blocking in Joist space with cross sectional area to match column above. Typical door /window headers noted on plans consisting of a single stud are exempt from this requirement. F. Except as otherwise noted, the minimum nailing shall be provided as specified to the "Nailing Schedule " on the drawings (2003 IBC Table 2304. 6. Bolts used for wood framing connections shall be installed with standard washers and nuts. H. Unless noted otherwise, steel connectors such as those manufactured by the Simpson Company shall be used to Join rafters, Joists or beams to other beams at flush - framed conditions. Use all specified nails. Connector conditions not otherwise noted shall utilize Type U or Type HU hangers of a size specifically designed for the member supported, as shown in the manufacturer's published tables. Contact structural engineer for details as required. 1. Manufactured Joists shall be from on approved manufacturer and shall be equivalent in load carrying capacity and deflection criteria to . joists shown on plans. Provide blocking, bracing, web stiffeners and other accessories as required by the manufacturer. Alternative Joists of the same depth and spacing may be considered provided their load carrying capacity is equivalent or greater bending, shear and deflection. All Joist alternatives shall be, approved by the Engineer of Record (EOR ) prior to use. J. Pre- manufactured trusses shall be designed by a Colorado registered engineer to support the full dead and live loads of the roof, calling, and any other superimposed loads. The fabricator shall determine web arrangement and member forces. Load duration factor for snow loads is 1.0. Calculations and shop drawings shall be submitted to the engineer for review prior to fabrication. The truss manufacturer shall specify ail truss -to -truss connections. Temporary and permanent lateral bracing of trusses shall be installed as required by the truss manufacturer. K. Laminated Veneer Lumber (LVL) shall have the following stress properties: • Flexural stress 2800 psi • Modulus of elasticity 2,000,000 psi Tension parallel to grain 2100 psi • Compression parallel to grain 3000 psi Compression perpendicular to grain 4100 psi • Horizontal shear 285 psi L. For multiple member beam connections, unless noted otherwise to manufacturer's specification, use the following guide: • 5trono -axis Loading of Beams (vertical loading): 1. For members 12" deep or less, nail each member to the next with (2) -rows of 12d nails a 12" o.c. 2. For members greater than 12" deep, nail each member to the next with (5) -rows of 12d nails at 12 Q.G. 3. For four member beams, bolt through with (2) -rows of 1/2" dia, bolts staggered at 12" O.C. • Weak -axis Loading of Beams (lateral loading): 1. For two or three member beams, nail each member to the next with (5) -row5 of 12d nails a 12" o.c. 2. For four member beams, bolt through with (2) -rows of 1/2" dia. bolts at 12" o.c. 5. For members consisting of more than four members, contact structural engineer. M. Framing Notes: • Exterior Walls: a. All exterior walls are 2x6 studs a 16" o.c. to a maximum height of l2' -6 ", 2xb studs a 12" o.c. to o maximum height of 14' -6 ", and (2) -2x6 studs a 16" o.c. to a maximum height of 16 " -0" unless otherwise noted. Walls taller than I6' -O" shall be framed with manufactured versa -lam studs, contact engineer for spacing requirements, if not Indicated on plans. Cap with a double top plate installed to provide overlapping of corners and at intersections with other partitions. If overlap Is not possible, strap top plates together with metal strap ties (Simpson 5T2 or equivalent). b. Gable -end walls shall be balloon- framed to the bottom of rafters. c. Floor to roof framing members must be aligned to bear within 5" of the studs beneath. d. Provide 1/2" thick APA sheathing (plywood or 055) with floor /roof span rating of 24/16 exposure 1, at exterior face of exterior walls. Block all horizontal Joints. e. Exterior headers 6' -6" and longer shall be (3) -2x12 with (2) -2xb trimmers and (I) -king stud. Headers 6-5" and shorter shall be (3) -2x10 headers, with (2) -2xb trimmer and (I) -2xb king stud each end, unless noted otherwise on plans. f. At beam bearing locations in stud walls, provide multiple -studs post equal to width of bearing member unless noted otherwise. • Interior Load Bearing Walls: a. Interior load bearing walls are 2x4 or 2xb studs (as indicated on plans) a 16" o.c. with 1/2" plywood wallboard, unless noted otherwise. Cap with double top plate installed to provide overlapping at corners and at Intersections with other partitions. If overlap is not possible, strap top plates together with metal strap ties (Simpson 5T2 or equivalent). b. Floor and roof framing members must be aligned to bear within 5" of stud beneath. c. Provide (2) -2x10 headers over all openings in wall, with (I) -2x4 or (I) -2xb trimmer and (i) -2x4 or (I) -2xb king stud each end, unless noted otherwise. d. At beam bearing locations in stud walls, provide mvitipie -stud posts equal to width of bearing member unless noted otherwise. • Floor Construction: a. Provide 3/4" thick APA rated 5turdifloor rated a 24" o.c., tongue and groove, exposure 1. Olue and nail panels with IOd nails a 6" o.c. along panel edges and a 12" o.c. at intermediate supports, unless noted otherwise. Install sheathing with long dimension perpendicular to Joists and end Joints staggered. b. Provide solid blocking between floor Joists at all bearing locations. Blocking material shall match floor ,Joist material. c. Panels shall be identified with the grade - trademark of the American Plywood Association and shall meet the requirements of U.S. product standard PSI, latest edition for plywood. d. Floor construction shall have blocking at intervals not greater than 8' -0. • Roof Construction: a. Provide 5/ &" thick APA plywood sheathing rated 32116, exposure 1. Install sheathing with long dimension perpendicular to rafters or trusses and end Joints staggered and nails ao 4" o.c. along panel edges and a 12" o.c. at intermediate supports, unless noted otherwise. b. Plywood sheathing shall be applied continuously over the primary roof members (rafters or trusses) below aver - framed areas to provide adequate lateral stability. c. Provide wind /seismic anchors at supports for all roof Joists and trussed rafters. See "Connection Schedule" on the plans. d. Provide solid blocking between roof rafters, trusses and lookouts at all bearing locations. Blocking material shall match rafter, truss chord or lookout material. e. Panels shall be identified with the grade - trademark of the American Plywood Association and shall meet the requirements of U.S. product standard PSI, latest edition for plywood. • Wind Bracing.. a. Walls over 4' -0" long which are indicated as shear walls on plans have been designed to resist wind forces in accordance with Section 2506.1 of the 156. b. At shear walls, screw 1/2" plywood or 055 to all studs and to top and bottom plates with 10d nalls a b "o,c. maximum spacing. All other walls may be nailed w/ 8d nails at 6 "o.c. maximum spacing. See shear wall schedule for more information. Structural Olued Laminated Timber: A. Materials, manufacturer and quality control shall be in conformance with AITC Product Standard PS 66 -82, "Structural Olued Laminated Timber" or latest edition. B. Laminated members shall be fabricated using Douglas Fir at 12% moisture content in accordance with HOLIB and with the following combination symbols: 24F -V4 Simple -span beams 24F -V8 Continuous or cantilever beams C. All members shall be Architectural Appearance Grade, unless noted otherwise by the architect. D. All members shall be protected from damage and exposure to moisture prior to and during construction. E. Adhesives shall meet the requirements for wet conditions of service. F. Do not camber laminated members unless specifically indicated on the plans. Structural Steel: A. Structural steel shall be detailed, fabricated and erected in accordance with the latest provisions of AI5C "Manual of Steel Construction ". B. All structural steel rolled shapes, including plates and angles, shall conform to A5TM A56. Tube shapes shall conform to A5TM A500 Oracle B. Pipe columns shall conform to ASTM A55. The latest editions of these requirements shall be used. Steel supplier may optionally provide A5TM Grade 50. C. All structural bolts used in steel framing shall be A525 -N, Installed to a minimum snug nut condition. All anchor bolts shall be of A5TM A307. D. Typical Framed beam connections with steel bolts shall use the maximum number of bolts per A150 "Manual of Steel Construction" Table IIA and /or A150 "Simple Shear Connection Manual" with A525 -N bolts. E. All welding shall be performed by on AW5 quallfied welder. F. Delay painting within 3" of field welds until welds are completed. Grout: A. All grout beneath column plates and steel beams at bearing shall be non - shrink, non - metallic type grout. 5. Orout shall have a minimum compressive strength of 4000 psi. Fire Protection. A. All structural and non - structural elements shall provide adequate fire protection per code for the type of construction specified by the architectural drawings. Non - Structural Elements: A. All elements not specifically structural such as non bearing partitions attached to and /or supported by the sub /super structure shall take into account any deflections and other structural movement. Structural Mason_ A. Masonry design assumptions require that special inspection be provided during construction according to the provisions of the 2005 186 Sections 1'704.5 and 2101.2.1. B. Hollow load- bearing concrete masonry shall be lightweight units conforming to ASTM 0410. Exterior walls and walls below grade shall be grade N -I. Interior walls not exposed to weather or earth may be grade N -I or 5-1. 6. Mortar shall conform to ASTM 62'70 and shall be Type 5 with a minimum cube strength of 1800 psi. Do not use masonry cement or admixtures unless approved by the structural engineer. D. Orout shall be course grout as defined in 2003 I50 (Table 2103.10) with a minimum cube strength of 2000 psi. Admixtures shall not be used unless approved by structural engineer. E. Conform to size and height limitations set forth in Table 1.15.1 of ACI 530. F. Provide 1/2" clearance or expansion material between masonry and other structural elements, unless noted otherwise. General Requirements: A. Structural erection and bracing: The structural drawings illustrate the completed structure with ail elements to their final positions supported and braced. The contractor, in the proper sequence, shall provide shoring and bracing as may be required during construction to achieve the final completed structure. Contact engineer for consultation (not to contract) as required. B. Shop drawings: Submit shop and erection drawings for all structural steel, miscellaneous steel, and wood trusses to structural engineer for review prior to fabrication. This review is for general compliance with the intent of the structural design. The manufacturing or fabrication of any items prior to written review of the shop drawings will be at the risk of the contractor. The architect and /or contractor are responsible for checking quantities, dimensions and coordination with other trades. C. Dimensions: Check all dimensions against field and architectural drawings prior to construction. Do not scale drawings. D. Construction practices: The general contractor is responsible for means, methods, techniques, sequences and procedures for construction of this project. Notify structural engineer of omissions or conflicts between the working drawings and existing conditions. E. Coordinate requirements for mechanical /electrical /plumbing penetrations through structural elements with structural engineer. Prior to installation of such equipment or other items to be attached to the structure, the contractor shall obtain approval for connections and support. Contractor shall furnish required hangers, connections, etc. required for installation of such items, unless specifically noted on plans. F. Jobsite safety is the sole responsibility of the contractor. All methods used for construction shall be in accordance with the latest edition of the IBC. G. The structural engineer may make periodic observation visits to the Jobsite for determination of general conformance with the construction documents. Such observation visits shall not replace required inspections by the governing authorities or serve as "special inspections" as may be required by Section 1 of the international Building code. H. Though every effort has been made to provide a complete and clear set of construction documents, discrepancies or omissions may occur. Release of these drawings anticipates cooperation and continued communication between the contractor, architect and engineer to provide the best possible structure. These drawings have been prepared for the use of a qualified contractor experienced in the construction techniques and systems depicted. ABBREVIATiON LIST A.B. ANCHOR BOLT INT. INTERIOR ANCH. ANCHOR 1.15T. JOIST APPROX. APPROXIMATELY LONGIT. LON6ITUDINAL ARCH. ARCHITECT LVL LAMINATED VENEER LUMBER BLDG. BUILDING LSL LAMINATED STRAND LUMBER BLK6. BLOCKING MAX. MAXIMUM BM. BEAM MECH. MECHANICAL BOT. BOTTOM MAT'L MATERIAL B.O.W. 50TTOM OF HALL MANUF. MANUFACTURER BRO. BEARING MIN. MINIMUM CANT. CANTILEVER NOM. NOMINAL q CENTERLINE O.G. ON CENTER CLR. CLEARANCE 0513 ORIENTED STRAND BOARD COL. COLUMN It PLATE GONG. CONCRETE PLYWD. PLYWOOD CONN. CONNECTION RE: REFERENCE CONT. CONTINUOUS REINF. REINFORCE/REINFORCEMENT CONST. CONSTRUCTION REG2'D REQUIRED DEL. DOUBLE REV. REVISION DIAL. DOWEL 56HED. SCHEDULE DWO. DRAHIN6 SECT. SECTION EA. EACH SiM. 51MILAR ELEV. ELEVATION SPEC. SPECIFICATION ENO. ENGINEER 5TD. STANDARD E.O.R. ENGINEER OF RECORD 5TRUCT. STRUCTURAL EOUIV. EQUIVALENT T46 TONGUE 4 GROOVE EX5TO. EXI5TINO T.O.F. TOP OF FOOTING EXP. EXPANSION T.O.5. TOP OF STEEL EXT. EXTERIOR T.O.W. TOP OF WALL FDN. FOUNDATION THRU THROUGH FLR. FLOOR TRAN5V. TRANSVERSE FT6. FOOTING TYP. TYPICAL 6A. 6AU6F U.N.O. UNLESS NOTED OTHERWISE 6EN. GENERAL VERT. VERTICAL 6.L. OLUE -LAM W.H.F. WELDED HIRE FABRIC GYP. 6YP5UM /6YP0RETE H/ WITH HDR. HEADER H/O WITHOUT HORIZ. HORIZONTAL 18. Gelling Joists to parallel rafters HT. HEIGHT (see section 2508.10.4.1, Table 2508.10.4.1) 4 - 5" x 0.131" nail 4 - 5" 14 gage staple 2003 IBC FASTENIN6 SCHEDULE (TABLE 2304.a.1) CONNWTION FASTENING A m LOCATION I. Joist to sill or girder 5 - 6d common toenail 4► 5 - 3 x 0.151" nail 3 - 5." 14 gage staple 2. Bridging to joist 2 - 6d common toenail each and 2 -3 "x0.131 "nail 2 - 5 14 gaga stele 3. 1" x 6" subfloor or less to each Joist 2 - 8d common face nail 4. Wider than I" x 6" svbfiaor to each ,joist 5 - 6d common face nail 5. 2" subfloor to Joist or girder 2 - 16d common blind and face nail 6. Sole plate to ,joist or blocking 16d at 16" 04. typical face nail 5" x 0.131" nail at 8" oz. 3" 14 gage staple at 12" o.c. Sale plate to Joist or blacking at 5 - 16d par 16" braced wall panels braaod wall panel (4) -3" x 0.131" nail per 16" (4) -5 14 gage staple per 16 '1. Top plate to stud 2 - 16d common end nail 3 -5 "x0.151 "nail 5 - 5" 14 gage staple 8, stud to sole plate 4 - 8d common toenail 4 -5 "x0.131 "nall 5 - 5" 14 gage staple 2 - 16d common and nail 5 -5 "x0.131 "nail 3 - 3" 14 gage staple 11. Double Studs 16d at 24" o c. face nail 3" x 0 .131" nail at 8" a.c. 3" 14 gage staple at 6" oz. 10. Double top plates 16d at 16" o c. typical face nall 5" x 0.131" nail at 12" 04. 5 14 gage staple at 12 o c. Double top plates 8 - 16d common lap splice 12 -3 "x0.151 "nail 12 - 5" 14 gage staple typical face nail 11. Blocking between Joist or rafters 3 - 6d common toenail to top plate 5 - 5 x 0.131" nail 5 - 3" 14 gage staple 12. Rim Joist to top plate 6d at 6" (152mm) o c. toenail 5" x 0.131" nail at 6" o.c. 3" 14 gage stele at 6" o.c. 13. Top plates, laps and 2 - 16d common face nall intersections 3 - 3" x 0.131" nail 5 - 5" 14 gage stele 14. continuous header, two places 16d common 16" o.c. along edge 15. calling joists to plate 3 - 84 common toenail 5 -3 "x0.131 "nall 5 - 5" 14 gage staple 16. continuous header to stud 4 - 6d common toenail 1't. Gelling Joists, laps over portions 3 - 16d common minimum, Table 2308,10.4.1 f a c e nail ac (see Section 2308.10.4.1, Tole 2308.10.4.1) 4 - 3" x 0.31" nail 4 - 5 " 14 gage stele 18. Gelling Joists to parallel rafters 3 - 16d common minimum, Table 2306.10.4.1 face nail (see section 2508.10.4.1, Table 2508.10.4.1) 4 - 5" x 0.131" nail 4 - 5" 14 gage staple 1 11. Rafter to late p 3 - 8d common "x0.131 "nail toenail (See Section 2508.10.1, Tole 2508.0.1) 5 -5 5 - 5" 14 gage staple 20. 1" diagonal brace to each stud and 2 - 6d common face nail Plata 2 - 5" x 0.31" nail 2 - 5" 14 gage staple 21. 1" x e" sheathing to each bearing wail 2 - 8d common face nail 22. Wider than i" x 8" sheathing to 5 - 8d common face nail each bearing wall 23. Built -u garner studs p 16d common "� 24 o.c, 5" x 0.131" nail 16" ox- 5" 14 gage staple 16" oz. 24. Built -up girder and beams 20d common of 52" o,c. face nail at top and 5" x 0,131" nail at 24" o c. bottom staggered on 3" 14 gage staple at 24" o.c. opposite sides 2 - 20d common face nail at ends and at 5 - 5" x 0.151" nail each splice 5 - 5" 14 gage staple 25. 2" planks 16d common at each bearing 26. collar tie to rafter 5 - 10d common face nail 4 - 5 "x0.131 "nail 4 - 5" 14 gage staple face nail 29. Jack rafter to hip 5 - 10d common toenail 4 - 5" x 0.151" nail 4 - 5" 14 gage staple 2 - 16d common face nail 5 -3 "x0.131 "nail 5 - 5" 14 gage staple 28. Roof rafter to 2479 ridge boom 2 - 164 common toenail 3 -5 "x0.151 "nail 5 - 3" 14 gage staple 2 - ibd common face nail 5 -5 "x0.131 "nail 5 - 5" 14 gage staple 29. Joist to bond Joist 5 - 16d common face nail 5 - 5 "x0.131 "nail 5 - 5" 14 gage stele 30. Ledger strip 5 - 16d common face nall 4 - 5" x 0.151" nall 4 - 5" 14 gage staple 51. wood structural panels and particleboard; 1 /2" and less Sd ° A (per JKA)a 5ubfloor, roof and wall sheathing 2 518" x 0.131" nail" (to framing)= b 1 5/4" x 169090 1 to 5/4" 8d (per JrW:L 2318 " x0.131 "nallp 2" 16 gageP "ile," to I "' a C, 1 116" to 1 1/ 4" !Od or 8d Single floor (combination subfloor- 5/4" and less 8d (per JKA)a underla9ment to framing); 7/6" to I" 8d 1 I/8" to 1 1/4" lod or Sd 52. Peel siding (to framing) I/2" or less 6d 518" 8d 33. Fiberboard sheathing :g Ill" No. 11 gage roofing nail 6d common nail No. 16 gage staple' 25132" No. 11 gage roofing naii 8d common nail No. 16 gage stapl 54. Interior paneling I /4" 4di 5/8" 6d NOTES TO TABLE 2304.11.1 For Si: I inch = 25.4nnms. 2 518" x 0.113" nails and 3 x 0.151" nalls are standard 8d and 1 bun nails. a. common or box nails ore permitted to be used except where otherwise stated, b. Nails spaced at 6 inches on center at edges, 12 Inchos at intermediate supports except 6 inches at supports where spans are 46 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nalls for wall sheathing are permitted to be common, box or casing. c' Common or deformed shank, d. Common e. Deformed shank. f. corrosion- resistant siding or casing nail. g. Fasteners spaced 3 inches on center at exterior edges and 6 Inches on center at intermediate supports. h. corrosion- reslstcmt roofing nails with '1 116 -inoh diameter head and 1 1/2 inch length for 1/2 -Inch sheathing and 1 5/4 inch length for 25132 -inch sheathing. 1. corrosion- rosistant steles with nominal 1/16 -inch crown and 1 116 inch length for i/2 -inch sheathing and 1 I/2 Inch length for 25/52 -inch sheathing. Panel supports at 16 inches (20 Inches if strength axis is the long direction of the panel, unless otherwise marked). J. Casing or finish nails spaced 6 inches on panel edges, 12 inches at Intormedloto supports. k. Ponal supports cars 24 Inches. casing or finish nails spaced 6 inches on panel edges, 12 inches at intermedlate supports. 1. For roof sheathing applications, 8d nails ore the minimum required for wood structural panels m. Staples shall have a minimum crown width of 1/16 inch. n. For roof sheathing applications, fasteners spaced at 4 inches on center of edges, 6 Inches at intermediate supp o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 5 inches on center at edges, 6 Inchos at intermediate supports for roof sheathing. p. Fasteners spaced 4 Inches on center at edges, 6 inches at intermediate supports, q. Items noted as "per JKA" have been changed from the iBC schedule to a more restrictive requirement. Johnson, Kunkel & Associates, Inc. 1 i 1 iI' F.O. BOX 409 1286 CHAMBERS AVE. Suite #200 8AGL8, CO 81631 PHONE: (970) 328 -6366 FAX: (970) 328 -1035 WWW.JKANDA.COY r 1 9 r • 40 ,4141 i n n / n n n - n ;f n t n as mmHg HURIMMI S7. w. 4► 4W 4141 +ter mmHg HURIMMI S7. Design Criteria: Code Edition: Live Loads: Roof Floor Deck Dead Loads: Roof Floor Deck • M 85 psf (> 4:12 Slope) and 100 psf (4:12 Slope 8 Less) 40 psf 100 psf 20 psf ez 35 psf (Up to 1.5" Conc. Topping) 65 psf (4" Stone Pavers 4 Grout) Lateral Loads: Basic Wind Speed: 010 mph (3 Second Gust) Exposure: C Seismic Design Class: C Foundations. A. Design is based upon values found in report #106 0116 by HP 6eotech, Inc. dated 01/2 Foundation construction may not proceed without verification of these values. If discreponcles exist in actual site conditions or the report, notify FOR for review. B. Continuous concrete footings and foundations are based upon a maximum allowable design soil bearing pressure of 2000 psf (dead load plus full live load). C,. Foundations and retaining wails have been designed using on active lateral pressure of 50 pcf and a passive lateral pressure of 250 pcf. D. All footings shall bear on firm, undisturbed natural soil or properly compacted structural fill in accordance with the recommendations of the geotechnical engineer including proof - rolling and over - excavation as required. All footings are to bear a minimum of 48" below exterior grade. Center all footings under wails or columns unless otherwise noted on plans. E. Avoid excessive wetting or drying of the excavations, keeping the excavation reasonably free from water during placement of concrete. Provide continuous perimeter drains around the base of foundation and retaining wails. Refer to geotechnical report for specific under -drain system requirements. F. 5ockfill shall be compacted to meet a 4 15% minimum standard Proctor density per A5TM D -1557 unless otherwise noted in the geotechnical report. 5ockf111 shall be placed in 12" maximum vertical lifts or as detailed in the soils report and shall be free of deleterious material and compacted in a manner that does not damage the foundation, waterproofing or damp - proofing material. If soft spots are encountered contractor shall remove material and re- compact w/ approved material (RE: soils report) Finished grading shall drain away from the foundation wall at a minimum of 5%. 6. Do not bockfill against lower level walls or walls in retaining until all supporting elements are in place and properly anchored or adequate shoring is installed. Concrete slabs shall be properly cured. H. Contractor shall retain a licensed geotechnical engineer to verify soils conditions during excavation. Verify any discrepancies from the original values in writing to structural engineer for re- evaluation of the foundation design. R_,rinforced Concrete: A. Ai structural concrete had been designed in accordance with ACI 318 -05. All structural concrete construction work shall conform to ACI 301 -05 unless noted otherwise. B. Cast in place concrete shall be made with type 1 /11 sulfate- resistant cement to maintain the following requirements, admixtures containing chloride salts shall not be used. Element: F "c Mix Typ Max W/c Ratlo Air Footings 3000 psi - - -- - - -- Foundotlons 3500 psi - - -- Interior Slabs on Grade 3000 psi 0.5 - - -- Exterior Slabs on Grade 4500 psi 0.45 b -8% 0. Concrete coverage for reinforcing steel shall provide the following: 1. Concrete poured permanently against earth: 3 2. Concrete poured in forms (exposed to weather or earth): 2" 3. Concrete (not exposed to weather or earth) « 5101:05 and walls 3/4" • Beams and columns 11/211 D. Concrete slabs on grade shall have sawn or trowel cut control joints at a maximum spacing of 12' -0" in each direction or 120 sq-ft within 12 hours of pouring. Carry reinforcement through Joints and locate isolation Joints around c olumns at exterior wall. consult engineer prior to connecting the slab on grade to other portions of the superstructure. E. Hot and cold weather concreting procedures shall conform to the recommendations in the ACI Manual of concrete Practice. F. Anchor bolts in wood sill plates shall be spaced at a maximum of 36" on center, unless noted otherwise on shear wall schedule, with one anchor at 12" from each and or corner and a minimum of two anchors per place. Bolts for beam and column bearing plates shall be set with templates. 6. Expansion bolts shall be placed a minimum of 6 bolt diameters from concrete edge and maintain a 10 bolt diameter to spacing, unless noted otherwise. H. Any stop in concrete work must be made at third point of span with verticcal bulkheads and horizontal shear keys, unless noted otherwise. Slabs, footings, beams and wails shall not have Joints in a horizontal plane. Reinforcing Steel: A. All reinforcement detailing, fabrication and placement shall conform to the ACI Details and Detailing of Reinforcement (ACI 315 - B. All reinforcing shall be of high grade deformed bars conforming to A5TM A615, grade 650, except ties and anchors which shall conform to A5TM A615, grade 40 or ASTM A grade 60. C. Welded wire fabric shall conform to ASTM A185, grade 60 and be lapped a minimum of one full mesh plus two inches at side and and splices and be wired together. D. Lap splices of reinforcement, where permitted, shall be a minimum of 48 bar diameters for #6 bar and smaller and 80 bar diameters for #7 and #e bar, unless noted otherwise. Contact engineer for splicing recommendations prior to construction where not specifically detailed or noted. Do not weld or use mechanical splicing. E. Continuous top bars shall be spliced at mid -span and continuous bottom bars over supports. F. At corners make bar continuous through discontinuity or provide corner bars. Corner bars to extend V -O" each side of corner. Place two #5's (per 8" of thickness) to extend a minimum of 2' -6" around ail openings /steps in wails, slabs and beams. Provide #5 x V -0" diagonal at all openings /steps in wails, slabs and beams. 6. Contractor shall place (2) -#5's vertically full height of wall at high side of all wall steps higher that 4' -0" in addition to wail reinforcing shown otherwise. H. Extend reinforcing steel a minimum of 2' -6" through cold Joints and coordinate cold Joint locations with structural engineer. Loose Lintels: A. Unless noted otherwise, provide loose lintels as follows: • One angle for every 4" of wall thickness, to bear a minimum of 6" at each end: Openings 4' -0" or less ------ - - - - -- 3 1/2" x 3 1/2" x 1/4" Openings 4 ' -1" to b' -0" ------ - - - - -- 4" x 3 1/2" x 1/4" Openings 6-1" to e -O" ------ - - - - -- 5 x 3 1/2" x 1/4" Openings 8' -I'" to 10' -0" ----------- 6" x 3 1/2" x 5/16" Orient lintel angles back -to -back with long legs vertical. 5. Structural steel supplier to furnish lintels for veneer openings per the loose lintel schedule or as shown otherwise on structural drawings. C. The stone veneer support, at the fireplace stone veneer, is as follows: The chimney veneer above the roof sheathing Is supported by on L4x6x5 /i6 with on LVL ledger cut into the wall with (3) -I6d nails. This veneer load is tronsfered into the chimney flue stud wall. The chimney flue stud wall either transfers to the floor framing below or is continuous to a concrete footing below. If the fireplace stone veneer terminates, or is continued to the level below, the stone veneer is supportedon an LVL beam pack In the floor framing RE: Plan. if the fireplace stone veneer is continued to the level below, the veneer may be supported with an L4xbx5 connected to an LVL ledger cut into the fireplace flue stud w011 and to the level below. Provide blocking, If required from the stud wall above to the stud wail below. Structural Wood Fromina: A. All framing and truss lumber shall be of dry Douglas Fir -Larch (DF), graded by Western Wood Products according to the following recommendations. All 2" nominal lumber, except studs shall be of DF #2 or better, and solid timber beams and post 3" nominal and wider shall be DF #2. B. All studs shall be of Stud Oracle Douglas Fir or Hem -Fir (HF). C. Built -up 2x nominal lumber members shall be of the following requirements: Element Beams 2x - DF #2 or better (size per plan) Beams 3x - DF #2 (size per plan) Posts DF or HF #2 or better 2x4 or 2x6 studs Connection (2) -rows of 12d nails a 12" o.c. or (2) -rows of 1/2" dia. thru -bolts a 24" o.c. (2) -rows of 12d nails a 12" o.c. or (2) -rows of 1/2" dia. thru -bolts 0 24" o.c. (2) -rows of l2d nails a 6"' o.c. D. Top and bottom plates shall be of Douglas Fir -Larch or Hem -Fir #2 or better. Plates in direct contact with concrete or masonry shall be of pressure treated Hem -Fir #2. Preservative treated lumber requires all connections and nailing be golvanived per code. E. For all solid or built -up columns bearing through floor Joist spaces, provide blocking in J ois t space with cross sectional area to match column above. Typical door /window headers noted on plans consisting of a single stud are exempt from this requirement. F. Except as otherwise noted, the minimum nailing shall be provided as specified in the "Nailing Schedule" on the drawings (2003 IBC Table 2304.x.1). G. Bolts used for wood framing connections shall be installed with standard washers and nuts. H. Unless noted otherwise, steel connectors such as those manufactured by the Simpson Company shall be used to Join rafters, joists or beams to other beams at flush- framed conditions. Use ail specified nails. Connector conditions not otherwise noted shall utilize Type U or Type HU hangers of a size specifically designed for the member supported, as shown in the manufacturer's published tables. Contact structural engineer for details as required. 1. Manufactured Joists shall be from on approved manufacturer and shall be equivalent in load carrying capacity and deflection criteria to Joists shown on plans. Provide blocking, bracing web stiffeners and other accessories as required by the manufacturer. Alternative joists of the same depth and spacing may be considered provided their load carrying capacity 1s equivalent or greater bending, shear and deflection. All • joist alternatives shall be approved by the Engineer of Record (EOR ) prior to use. J. Pre - manufactured trusses shall be designed by a Colorado registered engineer to support the full dead and live loads of the roof, ceiling, and any other superimposed loads. The fabricator shall determine web arrangement and member forces. Load duration factor for snow loads is 1.0. Calculations and shop drawings shall be submitted to the engineer for review prior to fabrication. The truss manufacturer shall specify all truss -to -truss connections. Temporary and permanent lateral bracing of trusses shall be installed as required by the truss manufacturer. K. Laminated Veneer Lumber (LVL) shall have the following stress properties: • Flexural stress 2800 psi « Modulus of elasticity 2,000 psi « Tension parallel to grain 2100 psi Compression parallel to grain 3000 psi « Compression perpendicular to grain 0 100 psi • Horizontal shear 285 psi L. For multiple member beam connections, unless noted otherwise in manufacturer's specification, use the following guide: • Strong -axis Loading of Beams (vertical loading): I. For members 12" deep or less, nail each member to the next with (2) -rows of 12d nails a 12" o.c. 2. For members greater than 12 " deep, nail each member to the next with (3) -rows of 12d nails at 12" o.c. 3. For four member beams, bolt through with (2) -rows of 1/2" dia. bolts staggered at 12" O.C. • Weak -axis Loading of Beams (lateral loading): I. For two or three member beams, nail each member to the next with (3) -rows of 12d nails 0 12" o.c. 2. For four member beams, bolt through with (2) -rows of 1/2 " dia. bolts at 12 " o.c. 3. For members consisting of more than four members, contact structural engineer. M. Framing Notes: • Exterior Walls: a. All exterior walls are 2x6 studs a 16" o.c. to a maximum height of 12' -6", 2x6 studs 12" ox.. to a maximum height of 14' -b", and (2) -2x6 studs a 16" ox.. to a maximum height of I6 " -O" unless otherwise noted. Walls taller than I6-O" shall be framed with s aci re quirements, if not versa -lam studs contact eng ineer for n manufa g p 9 q Indicated on plans. Cap with a double top plate installed to provide overlapping at corners and at intersections with other partitions. If overlap is not possible, strap top plates together with metal strap ties (Simpson ST2 or equivalent). b. Gable -end walls shall be balloon- framed to the bottom of rafters. c. Floor to roof framing members must be aligned to bear within 5" of the studs beneath. d. Provide 1/2" thick APA sheathing (plywood or 055) with f loor /roof span rating of 24/16, exposure 1, at exterior face of exterior walls. Block all horizontal Joints. e. Exterior headers 6-6" and longer shall be (3) -2x12 with (2) -2x6 trimmers and (I) -king stud. Headers 6-5" and shorter shall be (3) -2x10 headers, with (2) -2x6 trimmer and (I) -2x6 king stud each end, unless noted otherwise on plans. f. At beam bearing locations in stud walls, provide multiple -studs post equal to width of bearing member unless noted otherwise. • Interior Load Bearing Walls: a. Interior load bearing wails are 2x4 or 2x6 studs (as indicated on plans) a 16" o.c. with 1/2" plywood wallboard, unless noted otherwise. Cap with double top plate installed to provide overlapping at corners and at Intersections with other partitions. if overlap is not possible, strap top plates together with metal strap ties (Simpson 5T2 or equivalent). b. Floor and roof framing members must be aligned to bear within 5" of stud beneath. c. Provide (2) -2x10 headers over all openings in wall, with (I) -2x4 or (I) -2x6 trimmer and (I) -2x4 or (I) -2x6 king stud each end, unless noted otherwise. d. At beam bearing locations in stud walls, provide multiple -stud posts equal to width of bearing member unless noted otherwise. « Floor Construction: a. Provide 3/4" thick APA rated Stvrdifloor rated a9 24" o.c., tongue and groove, exposure 1. 61ue and nail panels with 10d nails a 6" o.c. along panel edges and a9 12" o.c,. at intermediate supports, unless noted otherwise. Install sheathing with long dimension perpendicular to Joists and end Joints staggered. b. Provide solid blocking between floor Joists at ail bearing locations. Blocking material shall match floor Joist material. c. Panels shall be Identified with the grade - trademark of the American Plywood Association and shall meet the requirements of U.S. product standard P51, latest edition for plywood. d. Floor construction shall have blocking at intervals not greater than 8' -0. • Roof Construction: a. Provide 5/e" thick APA plywood sheathing rated 32/16, exposure 1. Install sheathing with long dimension perpendicular to rafters or trusses and end Joints staggered and nails ac 4" o.c. along panel edges and a 12" o.c. at intermediate supports, unless noted otherwise. b. Plywood sheathing shall be applied continuously over the primary roof members (rafters or trusses) below over - framed areas to provide adequate lateral stability. c. Provide wind /seismic anchors at supports for all roof Joists and trussed rafters. See "Connection Schedule" on the plans. d. Provide solid blocking between roof rafters, trusses and lookouts at all bearing locations. Blocking material shall match rafter, truss chord or lookout material. e. Panels shall be identified with the grade - trademark of the American Plywood Association and shall meet the requirements of U.S. product standard P51, latest edition for plywood. « Hind Bracing: a. Nails over 4' -0" long which are indicated as shear walls on plans have been designed to resist wind forces In accordance with Section 2306.1 of the IBC. b. At shear walls, screw 1/2" plywood or 058 to all studs and to top and bottom plates with IOd nails a 6 "o.c. maximum spacing. All other walls may be nalled w/ Sd nails at 6"o.c. maximum spacing. See shear wall schedule for more information. Structural Olued Laminated Timber: A. Materials, manufacturer and quality control shall be in conformance with AITC Product Standard P5 66 -82, "Structural blued Laminated Timber" or latest edition. B. Laminated members shall be fabricated using Douglas Fir at 125 moisture content in accordance with HOLI5 and with the following combination symbols: 24F -V4 Simple -span beams 24F -VS Continuous or cantilever beams G. All members shall be, Architectural Appearance Grade, unless noted otherwise by the architect. D. All members shall be protected from damage and exposure to moisture prior to and during construction. F. Adhesives shall meet the requirements for wet conditions of service. F. Do not camber laminated members unless specifically indicated on the plans. Structural Steel: A. Structural steel shall be detailed, fabricated and erected in accordance with the latest provisions of AISC "Manual of Steel Construction ". B. All structural steel rolled shapes, including plates and angles, shall conform to A5TM A36. Tube shapes shall conform to ASTM A500 Grade B. Pipe columns shall conform to A5TM A53. The latest editions of these requirements shall be used. Steel supplier may optionally provide A5TM Grade 50. C. All structural bolts used in steel framing shall be A325 -N, installed to a minimum snug nut condition. All anchor bolts shall be of ASTM A307. D. Typical Framed beam connections with steel bolts shall use the maximum number of bolts per A150 "Manual of Steel Construction" Table IIA and /or AISC "Simple Shear Connection Manual" with A525 -N bolts. E. All welding shall be performed by an AN5 qualified welder. F. Delay painting within 3" of field welds until welds are completed. Grout: A. All grout beneath column plates and steel beams at bearing shall be non - shrink, non - metallic type grout. B. Grout shall have a minimum compressive strength of 4000 psi. Fire Protection: A. All structural and non - structural elements shall provide adequate fire protection per code for the type of construction specified by the architectural drawings. Non - Structural Elements: A. All elements not specifically structural such as non bearing partitions attached to and /or supported by the sub /super structure shall take into account any deflections and other structural movement. Structural Masonry: A. Masonry design assumptions require that special inspection be provided during construction according to the provisions of the 2003 IBC Sections 1704.5 and 2101.2.1. 5. Hollow load - bearing concrete masonry shall be lightweight units conforming to A5TM 010. Exterior walls and wails below grade shall be grade N - 1. Interior wails not exposed to weather or earth may be grade N -1 or 5 -1. C. Mortar shall conform to A5TM 02'10 and shall be Type 5 with a minimum cube strength of 1800 psi. Do not use masonry cement or admixtures unless approved by the structural engineer. D. Grout shall be course grout as defined in 2003 IBC (Table 2103.10) with a minimum cube strength of 2000 psi. Admixtures shall not be used unless approved by structural engineer. F. Conform to size and height limitations set forth in Table 1.15.1 of ACI 530. F. Provide 1/2" clearance or expansion material between masonry and other structural elements, unless noted otherwise. General Requirements: A. 5tructurol erection and bracing: The structural drawings illustrate the completed structure with all elements in their final positions supported and braced. The contractor, in the proper sequence, shall provide shoring and bracing as may be, required during construction to achieve the final completed structure. Contact engineer for consultation (not in contract) as required. B. Shop drawings: Submit shop and erection drawings for all structural steel, miscellaneous steel, and wood trusses to structural engineer for review prior to fabrication. This review is for general compliance with the intent of the structural design. The manufacturing or fabrication of any items prior to written review of the shop drawings will be at the risk of the contractor. The architect and /or contractor are responsible for checking quantities, dimensions and coordination with other trades. C. Dimensions: Check all dimensions against field and architectural drawings prior to construction. Do not scale drawings. D. Construction practices: The general contractor Is responsible for means, methods, techniques, sequences and procedures for construction of this project. Notify structural engineer of omissions or conflicts between the working drawings and existing conditions. E. Coordinate requirements for mechanical /electrical /plumbing penetrations through structural elements with structural engineer. Prior to Installation of such equipment or other items to be attached to the structure, the contractor shall obtain approval for connections and support. Contractor shall furnish required hangers, connections, etc, required for Installation of such items, unless specifically noted on plans.. F. Jobsite safety is the sole responsibility of the contractor. All methods used for construction shall be in accordance with the latest edition of the IBC. 6. The structural engineer may make periodic observation visits to the Jobsite for determination of general conformance with the construction documents. Such observation visits shall not replace required inspections by the governing authorities or serve as "special inspections" as may be required by Section 17 of the International Building Code. H. Though every effort has been made to provide a complete and clear set of construction documents, discrepancles or omissions may occur. Release of these drawings anticipates cooperation and continued communication between the contractor, architect and engineer to provide the best possible structure. These drawings have been prepared for the use of a qualified contractor experienced in the construction techniques and systems depicted. A.B. ANCHOR BOLT INT. INTERIOR ANGH. ANCHOR JST. JOIST APPROX. APPROXIMATELY LONOIT. L:ON61TUDINAL ARCH. ARCHITECT LVL LAMINATED VENEER LUMBER BLDG. BUILDING LSL LAMINATED STRAND LUMBER BLK6. BLOCKING MAX. MAXIMUM BM. BEAM MECH. MECHANICAL BOT. 50TTOM MAT'L MATERIAL B.O.W. BOTTOM OF WALL MANUF. MANUFACTURER BR6. BEARING MIN. MINIMUM CANT. CANTILEVER NOM. NOMINAL q CENTERLINE O.C. ON CENTER CLR. CLEARANCE 055 ORIENTED STRAND BOARD COL. COLUMN 1E PLATE GONG. CONCRETE PLYHD. PLYHOOD CONN. CONNECTION RE: REFERENCE CONT. CONTINUOUS REINF. REINFORCE/REINFORCEMENT CON5T. CONSTRUCTION REQ'D REQUIRED DBL. DOUBLE REV. REVISION DNL. DOINEL SCHED. SCHEDULE DNG. DRANIN6 5ECT. SECTION EA. EACH SIM. 51MiLAR ELEV. ELEVATION SPEC. SPECIFICATION ENO. ENGINEER 5TD. STANDARD E.O.R. ENGINEER OF RECORD 5TRUCT. STRUCTURAL EOUiV. EOUIVALENT T$O TONOUE 4 GROOVE EX5T6. EXISTING T.O.F. TOP OF FOOTING FXP. EXPANSION T.0.5. TOP OF STEEL FXT. EXTERIOR T.O.W. TOP OF HALL FDN. FOUNDATION THRU THROUGH FLR. FLOOR TRAN5V. TRANSVERSE FTC. FOOTING TYP. TYPICAL OA. GAUGE U.N.O. UNLE55 NOTED OTHERHI5E OEN. OENERAL VERT. VERTICAL O.L. GLUE -LAM N.N.F. HELDED HIRE FABRIC 6YP. OYP5UM /6YPCRETE H/ KITH HDR. HEADER W/O WITHOUT HORIZ. HORIZONTAL I8. callin outs to parallel rafters �1 p HT. HEIGHT (Sea Section 2308.10.4.1, Table 2308.10.4.1) 4 - 3" 14 gaga stele 2003 SO FASTENING SCHEDULE (TABLE 2304. CONNECTION FASTENING a'" LOCATION 1. Joist to sill or girder 8 - bd common toenail 3 -5 " x0.131 "nail • n n 5 - 3" 14 gage staple 2. Bridging to 2 - 8d common toenail each and ,Joist 2 -3 "x0.131 "nail • 2 - 5" 14 gage staple 3. 1" x 6" subfioor or less to each joist 2 - bd common face nail 4. wider than I" x 6" subfioor to each ,Joist 3 - bd common face nail 5. 2" subNoor to ,joist or girder 2 - 16d common blind and face nail 6. sole plate to . joist or blocking I6d at 16" o.c. typical face nail as 3 x 0.131" nail at 8" oz. 3 14 gaga staple at 12 o.c. •a Sole plate to ,joist or blocking at 5 - I6d per 16" braced wall panels braced wall panel (4) -3" x 0.131" nail per ib" (4) -3" 14 gage stele per 16m 7. Top plate to stud 2 - I6d common end nail 4► 3 -3 "x0.131 "nail 5 - 3" 14 gaga staple 8. stud to sole plate 4 -,5d common toenail 4 - 5" x 0.151" nail 3 - 3 14 gage staple 2 - I6d common and nail 5 -5 "x0.131 " nail 5 - 3" 14 gaga staple Q. Double Studs l6d at 24" o.c. face nail 5" x 0.131" nail at 8" o.c. o. 3 " 14 gaga stela at 8 x. p 10. Double to p lates I6d at 16" o.c. typical face nail 5" x 0.131" nail at 12" o.c. 5" 14 gage staple at 12 " o.c. Double top plates b - I6d common lop splice 12 - 5" x 0.151" nail 12 - 5" 14 gaga staple typical face nail 11. Blocking between foist or rafters 5 - 8d common toenail to top plate 3 - 5" x 0.151" nail 5 - 3" 14 gage staple 12. Rim ,joist to top plate bd at 6" (152mm) 04. toenail 5" x 0.151" Wait at 6" o c. 5" 14 gage stele at 6" oxc 13. Top plates, laps and 2 - I6d common face nail intersections 3 - 5" x 0.131 nail 5 - 5" 14 gaga staple 14. continuous header, two pieces 11 I6d common 16" o.c. along edge 15. calling to plats :, - ad common toenail ,joists 5 -3 "x0.151 "nail 5 - 5" 14 gage staple 16. continuous header to stud 4 - bd common toenail 17. calling joists, laps over portions 3 - I6d common minimum, Table 2308.10.4.1 4 - 5" x 0.151" nail face nail (Sea Section 2508.10.4.1, Tole 250b.10.4.1) 4 - 5" 14 gage staple I8. callin outs to parallel rafters �1 p 5 - I6d common minimum, Table 2508J0AI 4 -5 "x0.131 "nail face mall (Sea Section 2308.10.4.1, Table 2308.10.4.1) 4 - 3" 14 gaga stele 5 - bd common toenail la. Rafter to Iota P 5 -5 x0.131 nail (See Section 2306.10.1, Table 2308.10.1) 3 - 5" 14 gaga staple 20. 1 " diagonal brace to each stud and 2 - 6d common face nail Plato 2 - 5" x 0.151" nail 2 - 5" 14 gage staple 21. I" x 6" sheathing to each bearing wail 2 -8)d common face nail 22. wider than t" x b" sheathing to 3 - bd common face nail each bearing wall 23. Built -up corner studs 16d common 24 " o.c, 5 x 0.131" nail 16"04. 3" 14 gage staple 16" o.c. it and beams 24, Built .der -up g men 32 o.c. 20d cam at "" face nail at top and 3 x 0.151" nail at 24" o .c. bottom staggered on 3" 14 gage staple at 24" o.c. opposite sides 2 - 20d common face nail at ends and at 3 - 3" x 0,151" nail each splice 5 - 5 gaga staple 25. 2" planks 16d common at each bearing 26. collar tie to rafter 5 - 10d common face nail 4 - 3" x 0.151" nail 4 - 5" 14 gage staple face nail 27. Jack rafter to hip 5 - IOd common toenail 4 -3 "x0.131 "nail 4 - 5" 14 gage staple 2 - I6d common face nail 3 -3" x0.131 "nail 5 - 5 gage staple 28. Roof rafter to 2-by ridge been 2 - I6d common toenail 3 -3 "x0.131 " nail 5 - 3" 14 gage staple 2 - I6d common face nail 5 -5" x0.151 "nail 3 - 3" 14 gage staple 2 Joist to band joist 5 - 16d common face nail 5 - 3 "x0.131 "nail 5 - 8" 14 gage staple 50. Ledger strip 3 - 16d common face nail 4 -3 "x0.181 "nail 4 - 5" 14 gaga stele 51. wood structural panels and particleboard, 1/2" and less 6d`a (per JKA) Subtloor, roof and wall sheathing 2 5/6 x 0.151 " not!" (to framing): e 1 3/4" x 16 gaga 1 to 5/4" bd (per JKA)Q 2 3 /45 x 0.131" nail P 2" 16 gagep '148" to I" 8d ` 1 1/8" to 1 1/4" 10d or bd Single Floor (combination subfloor- 5/4" and less 8d (par JKA)g undorlayment to framing): 't /b" to I"' bd 1 1/8" to 1 1/4" lod or 6d 32. Panel siding (to framing) 1/2" or lass 6d 5 18 1 ' ` bd 33. Fiberboard sheathing, g 1/2" No. 11 gage roofing nall 6d common nail NO. 16 gaga staple' 25/32" No. I gage roofing nail 6d common nail No. 16 gage staple 54. Interior paneling 1/4 4dl 318" 6d NOTES TO TABLE 2304.9.1 For St.. I Inch a 25.4mm. 2 818"" x 0.118" nails and 5" x 0.131" nails are standard 6d and 10d Sun nails. a. common or box nails are permitted to be used except wharo otherwise stated. b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inahos at supports whore spans are 48 inches or more. For nailing of wood structural peel and particleboard diaphragms and shear walls, rotor to section 2305, Nags for wall sheathing are permitted to be common, box or casing. c. common or deformed shank, d. common a. Deformed shank. f. corrosion - resistant siding or casing nail. g. Fasteners spaced 3 inches on canter at exterior edges and 6 inches on center at intermediate supports. h. Corroslon- rosistant roofing nails with '7116 -inch diameter head and 1 1/2 inch length for 1/2 -Inch sheathing and 1 3/4 inch length for 25132 -Inch sheathing. 1. corrosion - resistant staples with nominal 7/16 -inch crown and 1 1/6 inch length for 1/2 -inch sheathing and 1 1/2 Inch length for 25/32 -inch sheathing. Panel supports at i6 inches (20 inches if strength axis is the long direction of the panel, unless otherwise marked). J. casing or finish nails spaced 6 inches on p anel edges, 12 inches at intormodlato supports. k. Panel supports as 24 inches. casing or finish nails spaced 6 inches on panel adge 12 inches at intermediate supports. 1. For roof sheathing applications, Sd nails are the minimum raquirad for wood structural panels m. Staples shall have a minimum crown width of 7/16 inch. n. For roof sheathing applications, fasteners spaced at 4 inches on cantor at edges, b inahas at intermediate supports. o. Fasteners spaced 4 Inches on canter at "as, 8 inches at intermediate supports for subtloor and wail sheathing and 5 inches on center at edges, 6 inches at Intermediate supports for roof sheathing. p. Fasteners spaced 4 Inches on center at edges, b inches at intermediate supports. q Items noted as "per JKA" have been changed from the IBC schedule to a more restrictive requirement. Johnson, Kunkel & Associates, Inc. t ! 11 r r •! reative mf1 sin , s €`rvicc°s �� VI�10 P.O. BOX 409 128e CHAMBERS AVE. suite #200 EAGLE, C O 81631 PHONE: (970) 328 -6368 FAX- (970) 328 -1035 WWW.JKANDLCOM n • n • n n n n � n n 2 1 KIC SHHHHE L � w 4 • n n e • a A n n f • a 40 1 as •a • 4► 40 as 40 n • n • n n n n � n n 2 1 KIC SHHHHE WEFT NUMBER,• S1.1 L � w 4 • n n e • a A n n f WEFT NUMBER,• S1.1 RAFTERS -- . HEADER 5M.-� SEE PLAN FOR RIDGE CONN. TYPE m RIDGE 5M. \� VALLEY BM.- (HIP 5M. SIM) RAFTERS MAX. L 01 Q a 4' -O (5) -Ibd (2) -I6d EA. SIDE (2) -16d EA. MEMBER 6' -0 (4) -16d (2) -16d EA. SIDE (4) -I6d EA. MEMBER 8' -O (6) -16d (5) -I6d EA. SIDE ("V-16d EA. MEMBER 10' -0 (8) -16d (4) -16d EA. SIDE (II) -I6d EA. MEMBER 12' -0 (10) -I6d (5) -I6d EA. SIDE (2) -5/4 "O THRU -BOLTS 14' -0 51MP50N L55U210 SIMPSON LU5210 (5)-5/4"(P THRU -5OLT5 16 SIMP50N L5%210. 51MP50N LU5210 (3)- 5/4 "4> THRU -BOLTS TYF I GAL. DORMER FRAM I NO SOAL E : - =1 - I -JOIST OR LVL HEADER TO MATCH DEPTH OF FLOOR JOI STS I—% -- . _ .— _ .. . ADD JOIST TO EACH 5UPPORTINC MEMBER, TYP. TYPICAL PLUMBING /Mr-GHANIGAL FLOOR 5HEATHING BOTTOM PLATE FLOOR JO1 RE: PLAN WOOD COL. FROM ABOVE L51- RIM 50ARD 2x 5LK6. TO MATCH COL. A50VE F I CAL. N 1 Nr7 ON OFEN I NO WOOD COL. BELOH (MATCH COL. FROM ABOVE) T`r F I GAL. 5L K. IN JOIST SFACAE SCALE N.T .S. (2) - #5'5 CONT. HORIZ. 0 TOP OF WALL, TYP. RE: PLAN, T.O.W. i N lU } (2) - #5's CONT. HORIZ. 0 BOT. OF HALL, TYP. RE: PLAN T.O.F. CASCADE FOOTING5 ® STEPS, TYPICAL .. ° ° q . d •� • a TYPE :4 a L! ® COLUMN DOWN OR UP AND DOWN ❑ COLUMN UP FROM ABOVE q ° All ° .. q • 1/2" VIA 0 14 "o4. STEP IN FLOOR FRAMING .— I J/1 itl+. e^! •rat 11'+t [fit_ — A L7 1 A I /^. 1� 1 A 1 I A 2'J' / k !L 1 SIDE 1 /2" VIA 0 12 "ox HDSA 1/2" IDd 0 2 "a.c. 1 SIDE 5/8" VIA 0 12 "o.0. a r5 / 19"x° SCR.H5 0 6 "04. 1 SIDE 1/2" PIA 0 24 "o24"o4. ® 1/2" IOd 0 4 11 ox- 2 SIVE5 5 /4" VIA 0 12 "ox- x 1' -0" #5's a 12" o.c. EA. HAY F 5' -6 x V -6" x 1' -0" #5's a 12" O.C. EA. WAY 6 6-0 x 6' -0" x 1" - #5's a 12" O.G. EA. WAY H 6' -6" x 6' -6" x 1' -2" #5's 0 12" O.G. EA. WAY I a: TYPE :4 r.DeD NAIL. SPACIN9 WOOD STUD 5EARING WALL BELOW ® COLUMN DOWN OR UP AND DOWN ❑ COLUMN UP FROM ABOVE q ° All ° .. q • 1/2" VIA 0 14 "o4. STEP IN FLOOR FRAMING .— 7)"F I GAL" FOUNDA71 ON F0071 NO 57EF ° RE: PLAN T.O.F. • a 5CAL E : N.7.5. SYMWL LEGEND TYPE DESCRIPTION r.DeD NAIL. SPACIN9 WOOD STUD 5EARING WALL BELOW ® COLUMN DOWN OR UP AND DOWN ❑ COLUMN UP FROM ABOVE FI SHEARWALL - SEE SHEAR HALL SCHEDULE ® CONNECTION TYPE. RE: 51.1 FOR DETAILS _ STEP IN CONCRETE FOUNDATION WALL 1/2" VIA 0 14 "o4. STEP IN FLOOR FRAMING .— I J/1 itl+. e^! •rat 11'+t [fit_ — A L7 1 A I /^. 1� 1 A 1 I A 2'J' / k !L SHEAR NALL SCHEDULE MARK 3H4"ATHiN9 THCiQiCBb r.DeD NAIL. SPACIN9 AMICADLC PAM ANCtim DOLTS IN 00wfI'TI= ® 1/2" IOd 0 6 "'o.c. 1 SIDE 1/2" VIA 0 24 "a.c. ® I /2" IDd eP 4 "o.c. 151DE 1/2" VIA 0 14 "o4. I21 1/2" IOd 0 S "o.c. 1 SIDE 1 /2" VIA 0 12 "ox HDSA 1/2" IDd 0 2 "a.c. 1 SIDE 5/8" VIA 0 12 "o.0. a r5 / 19"x° SCR.H5 0 6 "04. 1 SIDE 1/2" PIA 0 24 "o24"o4. ® 1/2" IOd 0 4 11 ox- 2 SIVE5 5 /4" VIA 0 12 "ox- Z ■Mw►byl21zf�M I'r1• MARK ? OP DOLT 1N 4 (2) -AS's 518V' VIA WA x 2' -0" H02A 5/8" VIA (5)-2x (5) H05A 5 /6" PIA (5) -2x x 10 HV6A 118" VIA (3) -2x C HDSA 118" PIA (3) -2x #5's as HVIOA WD " VIA (5) -2x a. PRAMIN& AT APJOININ6 PANEL EDGES SHAL. Be 5 NOMINAL 14 1014A I I" VIA (4) - OR WIDER AND NAILS SHALL BE STACP$M D WHERE NAILS ARE SPACED AT 2" OR 3 ox- NOTES 1. NAILS SHALL BE GUN NAILS OR COMMON GALVANIZED BOX. NAIL HEADS ARE NOT TO PENETRATE 5HEATHING. 2. BLOCK ALL PANEL ED6E5. 5. SHEATHING JOINT AND SILL PLATE NAILING SHALL BE 5TA66ERED. 4. NO MORE THAN (2) ROH5 OF EDGE NAILING ALLOWED AT ANY ONE STUD. 5. PROVIDE STANDARD DIAMETER PLATE HA5HER5 AT ALL SILL PLATE ANCHOR BOLTS. 6. LAG BOLTS SHALL NOT BE 5U55TITUTED FOR THRU -BOLTS IN WOOD FRAMING. 7. MARK,I ARE STANDARD ANCHOR BOLTS INSTALLED IN CONCRETE AT THE BOTTOM OF 5HOHN WALL. INSTALL (2) -AB's WITHIN 1' -0" OF WALL ENDS. ir- ti►ii� I I ♦ w. ` � .Tu TYPE SIZE REWOR01140 A 2' -0" x 2' -0" x 10 #5's a 12 " O.G. EA. HAY 5 5' -0" x 5' - 0" x 10 #5's a 12 " ox.. EA. WAY C 4' - 0 " x 4' -0" x 1' -0" #5's as 12" o.c. EA. HAY D 4' -6 x 4' -6" x 11- #5's a 12" O.G. EA. WAY E 5' -0 x 5' -0 " x 1' -0" #5's a 12" o.c. EA. HAY F 5' -6 x V -6" x 1' -0" #5's a 12" O.C. EA. WAY 6 6-0 x 6' -0" x 1" - #5's a 12" O.G. EA. WAY H 6' -6" x 6' -6" x 1' -2" #5's 0 12" O.G. EA. WAY I NOT USED #5's 0 12" o c EA. WAY J I -6 1" x '7' -6'" x 1' -4" #5's ® 12" O.G. EA. WAY K 'V -0 x 8' -O" x 1' - 4 " #5's a 12" O.G. EA. WAY TOP45TM Johnson, Kunkel & Associates, Inc. W-f� - -` 1� i t 1 t 1 2001 P.O. BOX 409 1286 CHAMBERS AVE. suite #200 EAGLE, C O 61631 PHONB: (970) 328 -6568 FAX: (970) 328 -1035 "trww JKANDA.COM w r I � rS L � - • • n t - 1 .ar � s - - r NO.: EA07050 W ET NUMBER. S1.2 I � rS L � - • • n t - - - r NO.: EA07050 W ET NUMBER. S1.2 DOWELED INTO 5011.- WOOD STUD BEARING WALL BELON NAIL W ALL K/ #5's I - HORIZ. a 12" ox — T.O.F. 120' 1/2 ---1 - -\ = - — -- — 7 1 — — -- 1 r — --\ — I.Q_F. 1= COLUMN DOWN OR UP AND DOWN _ _ I.O.r . - - 1-*- 7 M ^I I IkAkl I IC2 ==^KA -ALZM^\ /1- --- r — I I I I Johnson, Kunkel & Associates, Inc. IN 2UGI loppolnli isig r M SHEAR NALL SCHEDULE MARK am m "17- �-'- evIde NA& SeN1 v- EXP. It Awr4m OMTS IN clowlfwm -10 1* -01 . 10 1 -'e' ll I -- I( 53 -11 1/2" DIA • 24"ox- MATE. AT 501E NAIL 1/2" PROVID / AT 50,UoNA1L HALL FOR LINE OF 501L NAIL WALL 0 F. 12 ABANDON PROVIDE VERTICAL I OUTER FTO IN 1/2" HALL FOR FVTN. WALL BLN. CRAVE. FDTN WALL SHALL BE I Sim 1/2" VIA 0 12"o4. 1/2m FVTN WALL BLkq GRADE. Fr:>TN WALL SHALL BE ?-r - - YA. - �-- -�.O . '-- 518" DIA 0 12"o.r.. AT 12'-0" MAX 5FACINry GYP DOWELED INTO 501L NAIL WALL K/ #5'5 SCRW5 0 6"O.C.. 1 SIDE 1/2" DIA o 24 T DE-50RIPTION Iod o 4*o.(:,. 2 SIDES 5/4 DIA • 12"oa. *7. CONTRACTOR 5HALL FOLLOW ALL REOUIREMENT5 L15TED IN 5011-5 REPORT. HORIZ. a 1:2" ox- DOWELED INTO 5011.- WOOD STUD BEARING WALL BELON NAIL W ALL K/ #5's I - HORIZ. a 12" ox — T.O.F. 120' 1/2 ---1 - -\ = - — -- — 7 1 — — -- 1 r — --\ — I.Q_F. 1= COLUMN DOWN OR UP AND DOWN _ _ I.O.r . - - 1-*- 7 M ^I I IkAkl I IC2 ==^KA -ALZM^\ /1- --- r — I I I I Johnson, Kunkel & Associates, Inc. IN 2UGI loppolnli isig r M SHEAR NALL SCHEDULE MARK %eA*I+IIN0 THIC41 evIde NA& SeN1 'WMIC1 FA41! Awr4m OMTS IN clowlfwm 1/2" 10d 0 6#0.0. 1 SIDE 1/2" DIA • 24"ox- 1/2" Iod o Woo- I SIDE 1/2" VIA 0 14"ox- 1/2" Iod 0 vo I Sim 1/2" VIA 0 12"o4. 1/2m 10d 0 2*54. 1 SIDE 518" DIA 0 12"o.r.. 6. COORDINATE ALL DIMEN51ONS AND DETAILS WITH ARCHITECTURAL DRANINC-75. Do GYP 5/80 ISYP SCRW5 0 6"O.C.. 1 SIDE 1/2" DIA o 24 1/2" Iod o 4*o.(:,. 2 SIDES 5/4 DIA • 12"oa. H55 ®��t COLUMI TOF it I E-AM POO, x (0 X12" :52. "ALL, H6 SLAB FRAMIN& AT ADJOININIS PANEL E06C-S SHALL 5E 5" NOMINAL OR P41VER AND NAILS SHALL M STASiSERW P*4ERE NAILS �� - �� ARE SPACED AT 2" OR 5" ox.. P.O. BOX 409 1286 CHAMBERS AVE. Suite #200 ZAGIZ, CO 81631 PHONE: (970) 328-6368 FAX: (970) 328-1035 WWW.JKANDA.COM ommmm " ■ FABRIC,). PROVIDE 5180 DEEP!5ANN OR TROWELED CONTROL JOINTS AT 12'-0" MAXIMUM SPAOIN C-7 (120 5OFT.) EACH V4A**r. SEAL JOINT5 FLU5H WITH ELASTOMERIO 5. REFER TO ARCHITECTURAL PRANINC75 FOR 5 AIR F 6 DETAIL ND LANVIN 0 -3 ELEVATION5. SEALANT. 5LA5 20.0 0 6. COORDINATE ALL DIMEN51ONS AND DETAILS WITH ARCHITECTURAL DRANINC-75. Do q. CONTRACTOR 5HALL COORDINATE FOUNDATION PL CEMENT WITH AN APPR NOT 5OALE DRAWINGS. 51TE PLAN. PLACEMENT INCLUDES ORIENTAITON PqITHI I BUILDING \ 1'\4 ENVELOPE /SETBACK AND VERIFICATION/5ETTIN6 OF F0 r ATION WA Ej-/EVATION5. *7. CONTRACTOR 5HALL FOLLOW ALL REOUIREMENT5 L15TED IN 5011-5 REPORT. FOOTING BEARING ELEVATION 5HALL BE 4'-0" MIN BELOW GRADE, GRADE 5HALL BE 10. COORDINATE THE LOCATION OF UTILITY PENETRATION5 WITH I C ALGAL. PROVIDE 6" MIN BELOW TOP OF FOUNDATION WALL. A I" THICK VOID FORM MATERIAL AROUND PLUMBING AT FNDN LrL PENETRATION. SHEET NUMBER. r /-) I IDZ. • SHEET NUMBER. r /-) I IDZ. SYMBOL LE&END TYPE DESCRIPTION �'' WOOD STUD BEARING WALL BELOW COLUMN DOWN OR UP AND DOWN ❑ COLUMN UP FROM ABOVE E1 SHEARWALL - SEE SHEAR WALL SCHEDULE CONNECTION TYPE. RE: 51.1 FOR DETAILS STEP IN CONCRETE FOUNDATION WALL 4. STEP IN FLOOR FRAMING (1 WOOD STUD BEARING WALL ABOVE CONNECTION SCHEDULE 4" STONE PAVERS AND GROUT ON PLYWOOD, TYPICAL, UNLE55 NOTED OTHERWISE. 5IMP50N A55 �'' Sxa COL. BASE PL.: 5 /8 "x "x H/ (4) -1/2" DIA x 8" EXP. ANCHORS Yet/ &x& COL. KNIFE PL.: 3/8 "x4 "xI2" 5TL. KNIFE PL. H/ (2) -3/4" DIA THRU -BOLTS - FINISH PER ARCH I2x12 COL. BASE PL.: 5/8 "xI2 "xI2" H/ (4) -1/2" DIA x 8" EXP. ANCHORS N/ 12x12 COL. KNIFE PL.: 3/8 "x4 "xI2" STL. KNIFE PL. H/ (2) -5/4" DIA THRU -BOLTS - FINISH PER ARCH 5IMP50N MIU2.37/I1 S 5IMP50N ITT2.06/11.88 (TYP. AT LADDER FRAMING) 5IMP50N MIT411.88 OR SIMPSON HP1411.88 -2 * *P -O ** OR CUSTOM 7" WIDE HANGER SIMPSON MIT4A5 OR SIMPSON MIT4.118 OR 5IMP50N MIT414 OR SIMPSON MIT416 4. SIMPSON H5 (1 NOT USED 5IMP50N ITT551I.8& SPAN OF 6' -0" OR MANUFACTURERED ROOF TRU55E5 SPACED AT 24" o.c., TYPICAL, (2) -V2" DIA x 6" OR 8" OR 10" LAG BOLTS TYPICAL, UNLE55 NOTED OTHERWISE. ALL NALL5 SHALL HAVE CONTINUOUS 5TUD5 (2)- L4x4x5 /8 H/ (3) -3/4" DIA THRU BOLTS EACH LEG - 5" MIN SPACING 40 SIMPSON A54 AT 1' -4" (TYP AT 5HRHALL) SIMPSON LSSUI2.06 N/ NEB 5TFFNRS (SLOPING 4 SKEWED OR 5KEHED) * *P- ORDR ** 5IMP50N L55U410 (5KEHED) ** PRE -ORDER ** OR SIMP50N HNU55/II.88 INVERTED 51MP50N H5 HURRICANE TIES SHALL BE INSTALLED AT ALL RAFTERS AND /OR SIMPSON L55UI55 * ** PRE -ORDER * ** STUDS LONGER THAN I6' -O" SHALL BE REPLACED WITH U`2 "x5Y2" VERSA STUDS AS SIMP50N HU0612 (MAX) * ** PRE - ORDER *' (2) -5 /8" x 12" x 4 1" 5TL SIDE PLATES N/ 3/8" STL BTM PLATE (BUCKET SADDLE) FIELD WELDED TO TO 5TL BEAM NEB N/ (2) -1/2" DIA THRU BOLTS INTO BEVELED LVL BEAM SIMPSON LSSU2.06 (SLOPING) ' JLSx4x5 /8 N/ (3) - DIA THRU -BOLTS EA. LEG U 5IMP50N HGLTV3511 51MP50N H6LTV5.511 6. FULL PENETRATION HELD PER SECTION OUT 11. 5IMP5 M SIMPSON MST040 Q (2)- L4x4x5 /8 H/ (3) -3/4" DIA THRU BOLTS EACH LEG (3" MIN SPACNG)" VERT. STIFFENER (BELOW BEAM). SECURE H/ (:2)-Y DIA x4" LAG 50REHS INTO BM. 4 (4) - /g" DIA xb" EXP. ANCH. INTO CONCRETE WOOD STUD HALLS. 15. EXTERIOR DECK LEDGER SHALL BE (2) -2x12, FLUSH LEDGER H/ (2) - 3/4" d1a. THRU 4 3 >L 21 / I III' -i 5/4" T.o. PLY. 11 BC 1 SERIES 0 16'b.c. ®O.111'M 11 /8'I L IT P (6) -2x4 C 5 4 X 519;> _--C OLUMN 3 H° CC (4) -2x6 —_- -_ COLUMN __ _�. m 11111FOOM-0.201 r M lip COL. UP 4 a SE_c�.,l FLOOR FLAN_ I2xI2 C . / pA111111mir w imi l , M .", I I IkIlIgIr P) , PIPEt j / �4 FLAN NOTES: !SPIR I T.O.W. 110' -0" (BELOW DECK) Johnson, Kunkel & Associates, Inc. � 1 1 2DDI 1oppai11 • • YC1 lttlt` {tpj2ltt4;,�E'}'ti'tC.£# isig P.O. BOX 409 1286 CHAMBERS AVE. Suite #200 EAGLE, CO 81681 PHONE: (970) 928 -6968 FAX- (970) 928 -1095 li W JXANDA.COM 4" STONE PAVERS AND GROUT ON PLYWOOD, TYPICAL, UNLE55 NOTED OTHERWISE. �'' lt�� ✓' S 4. LON ROOF J015T5 ARE: BCI 11 7/80 5000 SERIES SPACED AT 24" ox— TO A MAX. a. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED OF 2x6 STUDS SPACED AT 16" o.c., SPAN OF 6' -0" OR MANUFACTURERED ROOF TRU55E5 SPACED AT 24" o.c., TYPICAL, i TYPICAL, UNLE55 NOTED OTHERWISE. ALL NALL5 SHALL HAVE CONTINUOUS 5TUD5 40 UNLESS NOTED OTHERWISE. FROM FLOOR TO FLOOR OR FLOOR TO ROOF (INCLUDING RAKE HALLS). 5. 51MP50N H5 HURRICANE TIES SHALL BE INSTALLED AT ALL RAFTERS AND /OR 10. STUDS LONGER THAN I6' -O" SHALL BE REPLACED WITH U`2 "x5Y2" VERSA STUDS AS as TRUSSES AND LOOKOUTS AT EXTERIOR NALL BEARING LOCATIONS. MANUFACTURED BY BOISE CASCADE CORPORATION. ' r 14. MINIMUM SUPPORT AT (ox AND LARGER BEAMS SHALL BE A (4) -2xb COLUMN. 6. INTERIOR STRUCTURAL COLUMNS SHALL BE (3) -2x6 MINIMUM. FOR HEADERS THAT 11. RE: ARCHITECTURAL DRAHIN6 FOR SIZE AND LOCATION OF ROUGH OPENIN05 IN DON'T CONFORM TO NOTE #15, THE (3) -2x6 COLUMN INCLUDES (I) -2x6 KING STUD. WOOD STUD HALLS. 15. EXTERIOR DECK LEDGER SHALL BE (2) -2x12, FLUSH LEDGER H/ (2) - 3/4" d1a. THRU BOLTS (5TAOGERED) ® I' - 4 " o.c. W/ 4" MIN SPACING. 7. "L\/L" INDICATES: LAMINATED VENEER LUMBER BEAM AS MANUFACTURED BY BOISE 12. RE: ARCHITECTURAL DRAWINGS FOR HANDRAIL AND STAIR FRAMING DETAILS. CASCADE CORPORATION. ALTERNATIVES SHALL HAVE THE SAME OR GREATER 16. ALL FLOOR FRAMING LED6ER5 SHALL BE (2) -2x12, GLUED AND NAILED, DROPPED CAPACITIES AS TH05E LISTED IN THE "STRUCTURAL GENERAL NOTES". 15. EXTERIOR HEADERS: V -6" AND LONGER SHALL BE (5) -2x12 N/ (2) -2x6 TRIMMERS LEDGER-5 N/ (2) -3/4" d1a. x 8" EXP. ANCHOR5 a 1' -6" o.c. (I) -2x12 AGAINST AND (I) -2x6 KING STUD. HEADERS 5' -5" AND SHORTER SHALL BE (5) -2x10 W/ (2) -2x6 CONCRETE IS REQUIRED TO BE TREATED, UNLESS NOTED OTHERWISE. LEDGER5 8. (XXX° -XX") INDICATES TOP OF BEAM ELEVATION. HOOD BEAMS, EXCEPT HEADERS, TRIMMERS AND (I) -2x6 KING STUD, UNLESS NOTED OTHERWISE. HEADERS SHALL BE SHALL BE BUILT OUT TO FURRING NALL WIDTH BY ADDING PLYWOOD OR 058 ARE FLUSH HITH FLOOR 1015T5 UNLE55 NOTED (DROPPED). BUILT OUT TO NALL WIDTH BY ADDING PLYWOOD OR OSB SPACERS AS REQUIRED. SPACERS AS REQUIRED. I T.O.W. 110' -0" (BELOW DECK) Johnson, Kunkel & Associates, Inc. � 1 1 2DDI 1oppai11 • • YC1 lttlt` {tpj2ltt4;,�E'}'ti'tC.£# isig P.O. BOX 409 1286 CHAMBERS AVE. Suite #200 EAGLE, CO 81681 PHONE: (970) 928 -6968 FAX- (970) 928 -1095 li W JXANDA.COM WEET NUMBER.. . n S2.2 Aft i 40 i as ' r WEET NUMBER.. . n S2.2 :aNEA R. KAeLL 50HEDULE MARK � ! W AIL APPL�,� DOLTS IN ® 1/2" IOd 0 Wo.c. 1 SIM 1/2" VIA a 24 "o.a. ® 142" IOd o 4 "o c 1 SIM 1/2" VIA o 14 "o.c. Q 1/2" IOd a 3 1 SI 1/2" VIA O 12 "oz. Lam! I /2" IOd 0 2 "Z4. 1 SIDE 5/8" VIA 0 12 "0.0. HVIOA GYP 6Y'p SGRHS o b "o.a. 1 SIM 1/2" VIA 0 24"ox, (4)-2x 1/2 Iod • 4""o - 2 SIDES 5/4 VIA • 12 a. MRAMIN6 AT AVJOININ6 PANEL EV6ES SHALL BE 3" NOMINAL. OR HIVER ANV NAILS SHALL BE STA66EREV WHERE NAILS ARE SPACED AT 2" OR 5" ox- NOTES: HOLDOM 5 0HEDULE MARK 4 `"'0 0 NOl.E)OWi ? rRR KN9'" t *T Iy. PdsT SIM COLUMN DOWN OR UP AND DOWN (2) -AB's 5/&' VIA N/A 5HEAR44ALL - SEE SHEAR WALL SCHEDULE H02A 5 /b" VIA (3) -2x STEP IN CONCRETE FOUNDATION WALL H05A 5/8 " VIA (3) -2x <f7} HVbA 'I /& " VIA (3) -2x 4 HV&A 't /& " VIA (3) -2x IQ HVIOA - t /& " VIA (3) -2x H014A 1��] (4)-2x 1. NAILS SHALL BE GUN NAILS OR COMMON GALVANIZED BOX. NAIL HEADS ARE NOT TO PENETRATE 5HEATHIN6. 2. BLOCK ALL PANEL ED 67E5. 3. SHEATHING JOINT AND SILL PLATE NAILING SHALL BE 5TA66ERED. 4. NO MORE THAN (2) ROH5 OF EDGE NAILING ALLOWED AT ANY ONE STUD. 5. PROVIDE STANDARD DIAMETER PLATE WASHERS AT ALL SILL PLATE ANCHOR BOLTS. 6. LA& BOLTS SHALL NOT BE SUBSTITUTED FOR THRU -BOLTS IN HOOD FRAMING. "t. MAR.KOI ARE STANDARD ANCHOR 5OLT5 INSTALLED IN CONCRETE AT THE BOTTOM OF SHOWN WALL. INSTALL (2) -AS's HITHIN I' -0" OF WALL ENDS. 5Y -WL LEGEND TYPE DE50RI PTION WOOD STUD BEARING WALL BELOW ® COLUMN DOWN OR UP AND DOWN ❑ COLUMN UP FROM ABOVE I] 5HEAR44ALL - SEE SHEAR WALL SCHEDULE CONNECTION TYPE. RE: 51.1 FOR DETAILS STEP IN CONCRETE FOUNDATION WALL W O / 0 I STEP IN FLOOR FRAMING mm I WOOD STUD BEARING WALL ABOVE • PLAN NOTES: I. FLOOR SHEATHING 15!5/4" TONGUE AND GROOVE APA EXPOSURE 1, RATING 24" o.c. 2. ALL FLOOR JOISTS ARE: SCI If 'tVa " 5000 SERIES, 5F SPAN OF 12 " -6 " ", TYPICAL, UNLE55 NOTED OTHERWISE. EGiUAL OR GREATER CAPACITY AND SHALL BE REVIE RECORD. 3. ALL ROOF JOISTS ARE: 501 11 7le>" 5000 SERIES SPA SPAN OF 6' -0 " AND 50I II '718"' 5000 5ERlE5 SPACED TYPICAL, UNLESS NOTED OTHERWISE. 4. ALL LADDER FRAMING SHALL BE SCI 11 '7/a"!5000 SERIES SPACED AT 24" O.c., TYPICAL, UNLESS NOTED OTHERWISE. 5. SIMPSON H5 HURRICANE TIES SHALL BE INSTALLED AT ALL RAFTERS AND /OR TRUSSES AND LOOKOUTS AT EXTERIOR WALL BEARING LOCATIONS. 6. INTERIOR STRUCTURAL COLUMNS SHALL BE (3) -2x6 MINIMUM. FOR HEADERS THAT DON'T CONFORM TO NOTE #13, THE (3) -2xb COLUMN INCLUDES (I) -2x6 KING STUD AND (2) -2x6 TRIMMERS. "7. "L\/L" INDICATES: LAMINATED VENEER LUMBER BEAM AS MANUFACTURED BY BOISE CASCADE CORPORATION. ALTERNATIVES SHALL HAVE THE SAME OR GREATER CAPACITIES AS THOSE LISTED IN THE "STRUCTURAL GENERAL NOTES ". ARE FLUSH WITH FLOOR JOISTS UNLE55 NOTED (DROPPED). a. ALL EXTERIOR KALL5 SHALL BE CONSTRUCTED OF 2x6 STUDS SPACED AT 16" Oz., TYPICAL, UNLE55 NOTED OTHERWISE. ALL KALL5 SHALL HAVE CONTINUOUS 5TUD5 FROM FLOOR TO FLOOR OR FLOOR TO ROOF (INCLUDING RAKE KALL5). 10. STUDS LONGER THAN I6' -O" SHALL BE REPLACED WITH (Y2 "x5,VY VERSA 5TUD5 AS MANUFACTURED BY 5015E CASCADE CORPORATION. If. RE: ARCHITECTURAL DRAWINC75 FOR 51ZE AND LOCATION OF ROUGH OPENINGS IN WOOD STUD WALLS. 12. RE: ARCHITECTURAL DRAWIN65 FOR HANDRAIL AND STAIR FRAMING DETAILS. - 1 '- X t; V- I VI e- ni I IP 13. EXTERIOR HEADERS: 5' -6" AND LONGER SHALL BE (3) -2x12 K/ (2) -2x6 TRIMMERS AND (I) -2x6 KING STUD. HEADERS 5' -5" AND SHORTER SHALL BE (3) -2x10 K/ (I) -2x6 TRIMMERS AND (I) -2x6 KIN& STUD, UNLESS NOTED OTHERWISE. HEADERS SHALL BE BUILT OUT TO WALL WIDTH BY ADDING PLYWOOD OR 055 SPACERS AS REQUIRED. 14. MINIMUM SUPPORT AT bx AND LARGER BEAMS SHALL BE A (4) -2x6 COLUMN 15. ALL FLOOR FRAMING LEDGERS SHALL BE (2) -2x12, GLUED AND NAILED, DROPPED L.ED&ER5 W/ (2) -3/4" d1a. x 8" EXP. ANCHORS ® I' - o.c. (I) - 2x12 A6AIN5T CONCRETE 15 REQUIRED TO BE TREATED, UNLESS NOTED OTHERWISE. LEDGERS SHALL BE BUILT OUT TO FURRING WALL WIDTH BY ADDING PLYWOOD OR 055 SPACERS AS REQUIRED. Johnson, Kunkel & Associates, Inc. WIN-) i ; N 1 1 i 2001 P. :O: 409 12 86 CHAMBERS AV Suite II EAGLE, CO 61631 •:O 328-6368 FAX- (970) 328-1035 ►. w 0 .•• ` 450 as 1' i ommmm o • .1_ S2.3 TYPE DESCRIPTION SIMPSON A35 WOOD STUD BEARING HALL BELOW ® COLUMN DOWN OR UP AND DOWN ❑ COLUMN UP FROM ABOVE FI 5HEARWALL -SEE SHEAR WALL SCHEDULE Q CONNECTION TYPE. RE: 51.1 FOR DETAILS SIMPSON MIT41I.88 OR 51MP50N WP1411.88 -2 * *P - ** OR CUSTOM T' WIDE HANGER STEP IN CONCRETE FOUNDATION KALL STEP IN FLOOR FRAMING t WOOD STUD BEARING WALL ABOVE Johnson, Kunkel & Associates, Inc. 01 �flvokljwdlz 1 1 i i 2001 CONNECT 50HEDULF SIMPSON A35 8x8 COL. BASE PL.: 3 /8 "xcI "xa" w/ (4)-1/2° DIA x 8" EXP. ANCHORS W/ 8x8 COL. KNIFE PL.: 3/8 "x4 "x12" STL. KNIFE PL. w/ (2) -3/4" DIA THRU -BOLTS - FINISH PER ARCH 12x12 COL. BASE PL.: 3I8 "XI2 "X12" w/ (4) - 1/2" DIA x 8" EXP. ANCHORS K/ 12x12 COL. KNIFE PL.: 3/8 "x4 "xl2" 5TL. KNIFE PL. w/ (2) -3/4" DIA THRU -BOLTS - FINISH PER ARCH 51MP5ON MIU2.3 - 1/II 5IMP5ON ITT2.06 /11.88 (TYP. AT LADDER FRAMING) (:) SIMPSON MIT41I.88 OR 51MP50N WP1411.88 -2 * *P - ** OR CUSTOM T' WIDE HANGER •r 51MP50N MIT4.15 OR SIMPSON MIT4.118 OR SIMPSON MIT414 OR SIMPSON MIT416 • 51MP50N H5 1 NOT USED SIMP50N ITT3511.88 (2) -1/2" DIA x 6" OR 8" OR 10" LAG BOLTS C (2)- L4x4x3 /8 wl (3) -3/4" DIA THRU BOLTS EACH LEG - 3" MIN SPACING SIMPSON A34 AT I'--4" (TYP AT 5HRWALL) SIMP50N 1 W/ WEB STFFNR5 (SLOPING 4 SKEWED OR SKEWED) * *P- ORDR ** SIMPSON L55U410 (SKEWED) ** PRE -ORDER ** OR 51MP50N HHU5.5 111.88 INVERTED Q SIMPSON L55UI35 * ** PRE -ORDER * ** SIMPSON HU0612 (MAX) * ** PRE -ORDER (2) -3/8" x 12" x dt" 5TL SIDE PLATES K/ 3 18" 5TL BTM PLATE (BUCKET SADDLE) FIELD WELDED TO TO 5TL BEAM HEB K/ (2) -1/2" DIA THRU BOLTS INTO BEVELED LVL BEAM 51MP50N L55U2.06 (SLOPING) !./ JL5x4x5 /8 VV (5) - DIA THRU -BOLT5 EA. LEG SIMPSON HGLTV3.511 SIMPSON HGLTV5.511 FULL PENETRATION HELD PER SECTION CUT 51MP50N M5TC66 SIMP50N M5TC40 (2)- L4x4x3 /8 w/ (3) -3/4" DIA THRU BOLTS EACH LEG 0" MIN 5PACNG)" VERT. STIFFENER oc-LOK BEAM). SECURE K/ (2) }/2" DIA x4" LAG 5CR.EH6 INTO BM. 4 (4) -S /8° DIA x6" EXP. ANCH. INTO CONCRETE P.O. BOX 409 1266 CHAMBERS AVE. Suite #200 EAGLE, CO 81651 PHONE: (970) 528 -6568 FAX: (970) 528 -1055 WWW.JKANDA.COM Hm r ; . 4 dft 0,. • • •i n ^ h n Em rqm Rommel 00 M FLAN NOTES: I. ROOF SHEATHING 15 5/8" PLYHOOC 40420. STAGGER END JOINT5 ANC 50HEDULE (TABLE 2304.x.1) 2. ALL ROOF JOISTS ARE: SCI 11 1/8" 5000 SERIES SPACED AT 24" ox- TO A MAX. SPAN OF 6 AND BCI II "t18" 5000 5ERIE5 SPACED AT 16" ox.. TO A MAX. SPAN OF 12' -6 ", UNLESS NOTED OTHERWISE. 3. MANUFACTURERED ROOF TRU55E5 SHALL BE SPACED AT 24" o.c., TYPICAL, UNLESS NOTED OTHERWISE. 4. ALL LADDER FRAMING SHALL BE BCI 11 '7/&' 5000 SERIES SPACED AT 24" o.c., TYPICAL, UNLE55 NOTED OTHERWI5E. 5. SIMP50N H5 HURRICANE TIES SHALL BE INSTALLED AT ALL RAFTERS AND /OR TRUSSES AND LOOKOUTS AT EXTERIOR HALL BEARING LOCATIONS. 6. ALL EXTERIOR HALL5 SHALL BE CONSTRUCTED OF 2x6 STUDS SPACED AT 16" ox-, TYPICAL, UNLE55 NOTED OTHERWISE - RE: EXTERIOR HALL CONSTRUCTION SECTION IN THE STRUCTURAL GENERAL NOTE5, SHEET 51.1. ALL HALLS SHALL HAVE CONTINUOUS STUDS FROM FLOOR TO FLOOR OR FLOOR TO ROOF (INCLUDING RAKE WALLS). STUDS LONGER THAN 16' -O" SHALL BE REPLACED H1 TH V2 "x5Y2" VERSA STUDS AS MANUFACTURED BY BOISE CASCADE CORPORATION. 1. EXTERIOR HEADERS: V -6" AND LONGER SHALL BE (3) -2x12 K/ (2) - 2x6 TRIMMERS AND (I) -2x6 KING STUD. HEAVER-15V-5" AND SHORTER SHALL BE (3) -2x10 1^I/ (I) -2x6 TRIMMERS AND (I) -2x6 KING STUD, UNLESS NOTED OTHERHISE. HEADERS SHALL BE BUILT OUT TO KALL HIDTH BY ADDING PLYWOOD OR O5B SPACERS AS REQUIRED. 8. MINIMUM SUPPORT AT 6x AND LARGER BEAMS SHALL BE A (4) -2x6 COLUMN. a. INTERIOR STRUCTURAL COLUMNS SHALL BE (5) -2x6 MINIMUM. FOR HEADER5 THAT DON'T CONFORM TO NOTE #T, THE (5) -2x6 COLUMN INCLUDES (I)-2x& KING STUD. 10. ALL RAFTERS AND /OR TRU55ES SHALL BE ALIGNED TO BEAR KITHIN 4" OF STUDS BELOW. 24" O.G. 11. ALL OVERFRAMING RAFTERS SHALL BE 2x6 MINIMUM ® 24" ox.. AND P05TED DOHN TO MAIN SUPPORT RAFTERS ® 4 - O.c., HITH (I) -2x8 RIDGE BOARD AND (I) -2x5 FLAT ALONG VALLEY LINE TO SUPPORT ENDS OF RAFTERS, TYPICAL, UNLESS NOTED OTHERWI5E. 12. "LVL" INDICATES: LAMINATED VENEER LUMBER BEAM AS MANUFACTURED BY BOISE CASCADE CORPORATION. ALTERNATIVES SHALL HAVE THE SAME OR GREATER CAPACITIES AS THOSE L15TED IN THE STRUCTURAL GENERAL NOTES, SHEET 51.1. 13. HOOD BEAMS, EXCEPT HEADERS, ARE FLUSH KITH RAFTERS AND /OR TRUSSES UNLESS NOTED (DROPPED). 14. RE: ARCHITECTURAL DRAWINGS FOR 51ZE AND LOCATION OF ROUGH OPENINGS IN WOOD STUD WALL5. 15. RE: ARCHITECTURAL DRAHING5 FOR ROOF SLOPES AND BEARING PLATE HE16HT5. 16. REFER TO ARCHITECT FOR SNOW CLIP / OUARD PRODUCT INFO AND DETAIL. REFER TO ARCHITECTURAL ROOF PLAN FOR SNOH CLIP / GUARD LOCATION. I. MANUFACTURED ROOF TRU55 LOADS: • TOP CHORD LIVE LOAD: 85 psf (> 4 :12) OR 100 psf (4:12 4 LOWER) • TOP CHORD DEAD LOAD: 10 psf • BOTTOM CHORD DEAD LOAD: 10 psf • HIND LOAD: RE: GENERAL NOTES, SHEET 51.1 2. MANUFACTURER SHALL SUPPLY SHOP DRAWINGS TO BE REVIEWED BY ARCHITECT, CONTRACTOR AND ENGINEER. 3. MANUFACTURER SHALL BE RESPONSIBLE FOR 5UPPLYIN6 THE FOLLOKING ITEMS: • EN6INEERING OF ALL TRUSSES AND CONNECTIONS 5HOHN ON SUBMITTED SHOP DRAWINGS. DESIGN AND 5UPPLY OF ALL TRUSS BEARING CONNECTIONS. • PLACING OF TRU55E5 TO ACCOMMODATE MECHANICAL EG2UIPMENT WITHOUT CUTTING OF TRUSSES. 4. TRJ55 SUPPLIER TO CONFIRM ROOF, CEILING SLOPES AND CONFIGURATION HITH ARCHITECTURAL DRANIN65 PRIOR TO FABRICATION. L n w • IT a s n n n f r f i r 3NEET Numaw.• M 4je- •r • n ^ h n Em rqm Rommel 00 M FLAN NOTES: I. ROOF SHEATHING 15 5/8" PLYHOOC 40420. STAGGER END JOINT5 ANC 50HEDULE (TABLE 2304.x.1) 2. ALL ROOF JOISTS ARE: SCI 11 1/8" 5000 SERIES SPACED AT 24" ox- TO A MAX. SPAN OF 6 AND BCI II "t18" 5000 5ERIE5 SPACED AT 16" ox.. TO A MAX. SPAN OF 12' -6 ", UNLESS NOTED OTHERWISE. 3. MANUFACTURERED ROOF TRU55E5 SHALL BE SPACED AT 24" o.c., TYPICAL, UNLESS NOTED OTHERWISE. 4. ALL LADDER FRAMING SHALL BE BCI 11 '7/&' 5000 SERIES SPACED AT 24" o.c., TYPICAL, UNLE55 NOTED OTHERWI5E. 5. SIMP50N H5 HURRICANE TIES SHALL BE INSTALLED AT ALL RAFTERS AND /OR TRUSSES AND LOOKOUTS AT EXTERIOR HALL BEARING LOCATIONS. 6. ALL EXTERIOR HALL5 SHALL BE CONSTRUCTED OF 2x6 STUDS SPACED AT 16" ox-, TYPICAL, UNLE55 NOTED OTHERWISE - RE: EXTERIOR HALL CONSTRUCTION SECTION IN THE STRUCTURAL GENERAL NOTE5, SHEET 51.1. ALL HALLS SHALL HAVE CONTINUOUS STUDS FROM FLOOR TO FLOOR OR FLOOR TO ROOF (INCLUDING RAKE WALLS). STUDS LONGER THAN 16' -O" SHALL BE REPLACED H1 TH V2 "x5Y2" VERSA STUDS AS MANUFACTURED BY BOISE CASCADE CORPORATION. 1. EXTERIOR HEADERS: V -6" AND LONGER SHALL BE (3) -2x12 K/ (2) - 2x6 TRIMMERS AND (I) -2x6 KING STUD. HEAVER-15V-5" AND SHORTER SHALL BE (3) -2x10 1^I/ (I) -2x6 TRIMMERS AND (I) -2x6 KING STUD, UNLESS NOTED OTHERHISE. HEADERS SHALL BE BUILT OUT TO KALL HIDTH BY ADDING PLYWOOD OR O5B SPACERS AS REQUIRED. 8. MINIMUM SUPPORT AT 6x AND LARGER BEAMS SHALL BE A (4) -2x6 COLUMN. a. INTERIOR STRUCTURAL COLUMNS SHALL BE (5) -2x6 MINIMUM. FOR HEADER5 THAT DON'T CONFORM TO NOTE #T, THE (5) -2x6 COLUMN INCLUDES (I)-2x& KING STUD. 10. ALL RAFTERS AND /OR TRU55ES SHALL BE ALIGNED TO BEAR KITHIN 4" OF STUDS BELOW. 24" O.G. 11. ALL OVERFRAMING RAFTERS SHALL BE 2x6 MINIMUM ® 24" ox.. AND P05TED DOHN TO MAIN SUPPORT RAFTERS ® 4 - O.c., HITH (I) -2x8 RIDGE BOARD AND (I) -2x5 FLAT ALONG VALLEY LINE TO SUPPORT ENDS OF RAFTERS, TYPICAL, UNLESS NOTED OTHERWI5E. 12. "LVL" INDICATES: LAMINATED VENEER LUMBER BEAM AS MANUFACTURED BY BOISE CASCADE CORPORATION. ALTERNATIVES SHALL HAVE THE SAME OR GREATER CAPACITIES AS THOSE L15TED IN THE STRUCTURAL GENERAL NOTES, SHEET 51.1. 13. HOOD BEAMS, EXCEPT HEADERS, ARE FLUSH KITH RAFTERS AND /OR TRUSSES UNLESS NOTED (DROPPED). 14. RE: ARCHITECTURAL DRAWINGS FOR 51ZE AND LOCATION OF ROUGH OPENINGS IN WOOD STUD WALL5. 15. RE: ARCHITECTURAL DRAHING5 FOR ROOF SLOPES AND BEARING PLATE HE16HT5. 16. REFER TO ARCHITECT FOR SNOW CLIP / OUARD PRODUCT INFO AND DETAIL. REFER TO ARCHITECTURAL ROOF PLAN FOR SNOH CLIP / GUARD LOCATION. I. MANUFACTURED ROOF TRU55 LOADS: • TOP CHORD LIVE LOAD: 85 psf (> 4 :12) OR 100 psf (4:12 4 LOWER) • TOP CHORD DEAD LOAD: 10 psf • BOTTOM CHORD DEAD LOAD: 10 psf • HIND LOAD: RE: GENERAL NOTES, SHEET 51.1 2. MANUFACTURER SHALL SUPPLY SHOP DRAWINGS TO BE REVIEWED BY ARCHITECT, CONTRACTOR AND ENGINEER. 3. MANUFACTURER SHALL BE RESPONSIBLE FOR 5UPPLYIN6 THE FOLLOKING ITEMS: • EN6INEERING OF ALL TRUSSES AND CONNECTIONS 5HOHN ON SUBMITTED SHOP DRAWINGS. DESIGN AND 5UPPLY OF ALL TRUSS BEARING CONNECTIONS. • PLACING OF TRU55E5 TO ACCOMMODATE MECHANICAL EG2UIPMENT WITHOUT CUTTING OF TRUSSES. 4. TRJ55 SUPPLIER TO CONFIRM ROOF, CEILING SLOPES AND CONFIGURATION HITH ARCHITECTURAL DRANIN65 PRIOR TO FABRICATION. L n w • IT a s n n n f r f i r 3NEET Numaw.• M 4je- SUB GRADE CONCRETE BEAM RE: PLAN 4 NOTES RE: PLAN NOTES FOR REINFORCING (EACH FACE). (2)-#5's CONT. HORIZ. TOP 4 50T. (EACH FACE) 1/2" ? x 10" A.B.'s a 24" o.c. IN CONT. TREATED 2x PL RIPPED TO MATCH HALL WIDTH EXTERIOR SLAB ON GRADE RE: PLAN O L RE. PLAN T.O.N. AA :., (2)-#5's CONT. HORIZ. TOP #5's VERT. 0 IV' ox- #5 DOWELS x o f L� (o il RE: PLAN %J T.O.F. O UNDER DRAIN SYSTEM PER SOILS ENOINFER, c., A L r-: 5 /4 11 = 1 ' — O 2x& 5TUL7 W 1/2 FL"rl^V. OR OSE3 5HEATHIN[e rn :2x6 STUDS H/ Y2" PL'(ND. OR 055 5HEATHIN& FLOOR 5HTNO. 'A FLOOR JOISTS - .. I .. RE: PLAN 4 A . ................. #5's CONT. HORIZ. a 4 O.C. CLR. A z EXP. MAT'L, TYP. .4 .0• CONC. SLAB RE: PLAN RE: PLAN T.O. PLilleID. 4- RE: PLAN V , 'A T.O. SLAE (2)-#5's CONT. RE: PLA FLOOR 5HEATHIN6 REF: PLAN T.O. PLYNv. (:2)-#5 CONTINUOUS NON - SHRINK eROUT (:2)-#5 X 4'-0" UNr,>t=R BEAM POCKET FOUNDATION WALL W TH - RE INFORC,;=Mt=NT RE: PLAN STEEL E3t=AM RE: PLAN WRAP BEAM r-Nr-> IN PO(f,I<F=T WITH WATER- PROOF 1Ne MEMBRANE L4X&X518x6" NITH 0 A ND EXPANSI AN(::,HOR AND (:2)-5/4 0 ON THRU-001-TS SCIALE: 5/4 1'-0 CONC. SLAB RE: PLAN RE: T.0 RE: PLAN T.O. SLAB 4 < F (4)-#5's CONT COMPRESSION REINFORCING Ir R PLAN SCALE 2x& STUDS 0 16" o.c. FL* OR 055 SHEATHING 518" ? x 10" A.B.'s a 24" O.C. IN CONT. TREATED 2x PL RIPPED TO MATCH HALL WIDTH FLOOR SHTNO. RE: PLAN T.O.N. CONT. HORIZ. @ TYP. CE I CONT. 2xI2 TREATED LEDGER K/ DRIVE PINS a 16 O.C. RE: PLAN FLOOR SHEATHING I-JOIST5 - RE: PLAN - 7 RE: PLAN T.O. FLYND. I-JO15T 5LK6. PANELS a 24" o IN FIRST (2) JST. SPACE K/ (5)-IOCI .4 NAILS INTO EA. PANEL, TYR A \-4" CLR CLR -/, I-JOIST 5LKC,. PANELS a 24" ox-. IN FIRST (2) 4'-0" x #4 VERT. (TIE JST. SPACE K/ (5) -10d TO FORMS a 24" ox,. NAILS INTO EA. PANEL, MIN) CNTR ON LEDGER TYP. #5'5 CONT. HORIZ. #5's VERT. a 16" ox,. A 44 #5 DOWELS x 0 16" o.c. (ALT) A' A SOIL NAIL WALL EXP. MAT TYP. CONC. SLAB RE-PLAN RE; PLAN 4 4 4 T.O. 5LAE (:2)-#5's CONT. HORIZ. UNDER DRAIN SYSTEM PER SOILS ENGINEER (4)-#5's CONT. V2) -ROPS15 OF 4. 4.' Johnson, Kunkel & Associates, Inc. I PF - , U-- 11 J . j I *W A.W.W M.- 2001 reativc Xhipping selvices P.O. BOX 409 1286 CHAMBERS AVE. Suite #200 BUGLE, CO 81631 PHONE: (970) 328-6308 FAM (970) $28-1035 WWW.JKIANDA.COM 40 lose SHEET NUMBER.- B.O.W. "RE: PLAN CSC e-'Jl A 1,1 ♦ SHEET NUMBER.- B.O.W. "RE: PLAN CSC e-'Jl A 1,1 T T.O.W. STONE VENEER RE- ARCH. CONT, HORIZ. CONT. L 4x4x5/e, oLR N/ (0-5/a" ? x 6" EXP. ANCH. a IVl O.G. 2 11 oLR. It RE: PLAN T.O. FL`►V0. \- I-,JO15T BLKO. PANELS 2x6 STUDS WYY PLY1 OR 058 SHEATHING 1/2" ? x 10" A.B.'s 0 24" - o.c. IN CONT. TREATED 2x PL RIPPED TO MATCH WALL WIDTH RE: PLAN CONT. 5TL ANGLE PER PRECAST MANUF. 4 1 -oll x #4 VERT. (TIE - TO FORMS a 24" O.G. MIN) CNTR ON LEDGER . 4 4 as 24" o.c. IN FIRST (4) J5T. SPACE K/ (5)-10d NAILS INTO EA. PANEL, 7YF. w tu 4'-0" x #5 VERT. a 12" (TIE To FORMS as CONT. L 4x4x5/a W 24" ox.. MIN) ONTR ON (0-5/8' ? x 6" EXP. IO • LL 4: A A UNDER DRAIN SYSTEM :2" 01-R.- LL J j AG X CONT. 2xI2 TREATED < L E DG ER < -V FORM DECK F;MINF. W RE: PLAN NOTES #4 as 12 O.G. da flammmal • FLOOR SHEATHING ed I -JO ISTS - RE: PLAN d f;M: PLAN T.O. PLYND. #5's CONT. HORIZ. - 0 12" o.c. 45's VERT. as la" o.c. I-JOIST 5LKC-7. PANELS as 24" o.c. IN FIRST (4) J5T. SPACE N/ (5)-10d NAILS INTO EA. PANEL, 7yp. 4 .41 CLR. DONEI- x 18 (ALT)I' -C7" 501L NAIL HALL %J (2)- is CONT. HORIZ. UNDER DRAIN SYSTEM #5 VERT a a" o.c. AT e)" THICKNESS _4'-O" x #5 VERT. (TIE To FORMS as 24" o.c. MIN) CNTR ON LEDGER CONT. 2xI2 TREATED LED GER RE: PLAN NOTES FLOOR SHEATHING I-,JO15T5 - RE: -7 PLAN 2x6 STUDS o.c. K/)/:2" FL OR 055 5HEATHINO 1/2" ? x 10" A.B.'s as 24" ox.. IN CONT. TREATED 2x PL RIPPED TO MATCH WALL WIDTH RE. PLAN T.OT.O.W. All i CONT. L 4x4x5/a K/ (0-518' ? x 6" cn EXP. ANiCH. a IVI D_ FL 0.0. tu 5 CLR. • w tu 4'-0" x #5 VERT. a 12" (TIE To FORMS as CONT. L 4x4x5/a W 24" ox.. MIN) ONTR ON (0-5/8' ? x 6" EXP. ar LEDGER tu • LL A A UNDER DRAIN SYSTEM :2" 01-R.- LL J j AG X FL < I Q 6" CON(: SLAB IN io r.=^C)M DECK WIV-1mr- W/ < -V #4 a 12" O.C. A FTO RE: PLAN TOP OF 5.N. HALL VULCRAFT 50 CONFORM 5TL DECK 05xII.5 CONT. ATTACH W (2) DIA. RED HEAD LDT ANCHORS a 24 O.G. (4 1/2 E-mBm) *-0" x #4 VERT. (TIE TO FORMS a 24" o.c. MIN) CNTR ON LEDGER #5's CONT. HORIZ. - 0 la" o.c. #5's VERT. as 16" o.c. #5 DONEL5 x o.c. (ALT) 501L NAIL WALL z (2)- 5's CONT. HORIZ. UNDER DRAIN 5(5TEM (:2)-#5's CONT. HORIZ. # 5 VERT as b o.c. AT a" THICKNESS CONT. 2x12 TREATED RIM w (5)-I6d DRIVE FINS a 16" oz, BLOCKING - FLOOR 5HEATHINC- RE: PLAN T.O. FLY1^ CONT. (2)-2x12 TREATED LEDGER RE; PLAN NOTES Will al l 4" CLR. CONT. :2x1:2 TREATED RIM K/ (5)_Ibd DRIVE FINS a 16" o.c. BLOCKING FLOOR SHEATHING RE: PLAN T.O. PLY1 CONT. (2)-2x12 TREATED LEDGER RE: PLAN NOTES in I-,JO15T5 - RE: PLAN 44 4 • q. EXP. MAT TI'F. GONG, SLAB - RE: PLAN RE: PLAN T.O. 5LAE 4 C.L. 40 RE: PLAN T.O.F. 4* 4 4 A.. 4 • 4 q 1 Cow. [(2) -ROWS OF (4)] -21 RE: PLAN 1/2" ? x 10" A.B.'s a 24" o.c. IN CONT. TREATED 2x PL RIPPED TO MATCH WALL WIDTH RE. REVISED PLAN A 0 0 MA tuL CONT. L 4x4x5/a W (0-5/8' ? x 6" EXP. 1 11 1 1 ANCH. a la" o.c.. tu ri IL A A T.O.K (ORIGINAL) 4 J j AG UNDER DRAIN SYSTEM FL 6" CONC. SLAB IN < -V FORM DECK F;MINF. W #4 as 12 O.G. da flammmal 4 - ;1 FT& RE- PLAN TOP OF 5.N. WALL 4'-0" x #4 VERT. (TIE - TO FORMS 0 24" o.c, MIN) ONTR ON LEDGER #Vs CONT. HORIZ. a la" o.c,. #5's VERT. as 16" oxc. - #5 PONEL5 x a 16 o.c. It (ALT) 1 1 -6 11 SOIL NAIL WALL , (2)-#5's CONT. HORIZ. UNDER DRAIN SYSTEM RE; PLAN T.O.F. W-WS CONT. [(2)-RON5 OF (5)] SCALE t /4 SCALE 1 1 -0 A o d. EXP. MAT'L, TYP. CON(:,. SLAB RE: PLAN R E: PLAN 4 T.O. SLAB 4. 4 • 4, G.L. RE. PLAN 4 CONT. [(2)-ROH5 OF (4)] PLAN- "A .1 --- -4" CLR. E144. A • d. EXP. MAT TY'P. CONC. SLAB - RE: PLAN RE: PLAN T.O. SLAB .WEEr NUM&SR. • .531 1 11 1 1 A A 4 1111111 da flammmal .WEEr NUM&SR. • .531 ti FOUNDATION WALL BEYOND RE: APPLICABLE SECTION • (2)-#5 CONTI NON - SHRINK GROUT (2)-#5 X 4'-C" UNDER 5r=AM POCKET FOUNDATION WALL NITH RElNf=ORCdNe P,r=: PLAN 142 F (:2)-L 5x4x5/e wl Z-5/4"? THRU-BOLTS OR EPDXY ANCHORS EACH LEO REF: PLAN T.O. STL. 5M. STEEL 5r=AM Pr=: PLAN WRAP E3EAM END IN POCKET WITH NATE: PROOFINCE.7 MEMBRANE SC,ALE: /4 1'-0 STUDS o.c. KIY2" PLYPO. 055 SHEATHING STONE PAVERS ;) GROUT ON rERPROOFIN6 45RANE RE: :,H 'ATHIN6 RE: PLAN T.O.W. @ 2 IT. (:2)-2x12 ATED LEDGER RE: N W5 CONT. HORIZ. 4'-0" x #4 VERT. (TIE TO FORMS a 24" ox_ MIN) ONTR ON LEDGER 4" STONE PAVERS AND GROUT ON WATERPROOFING MEMBRANE RE: 04i90*5T PANEL RE: MANUF. SHEATHING O L RE: PLAN T T.O.N. CONT. (2)-2XI2 TREATED LEDGER RE: PLAN #5's CONT. HORIZ. a 1:2" Q.G. #5s VERT. a IV' ox_ #5 DOWELS x 0 le>" o.c. (ALT) 501L NAIL WALL a RE: PLAN T.O. PL`r1^ I-JO15T BLKO. PANELS I a 24" o.c. IN FIRST (5) -9 J5T. SPACE K/ (5)-IOCI .4 NAILS INTO EA. PANEL, TYP. 1/2" ? x 10" A.B.'s a 24" o.c. IN CONT. TREATED 2x PL RIPPED TO MATCH WALL WIDTH CONT. 2xI2 TREATED LEDGER K/ (5)-16d DRIVE PINS o 16 O.C. RE: PLAN FLOOR SHEATHING I-JOISTS RE: PLAN - 7 CONT. 2xI2 TREATED LEDGER RE: PLAN FLOOR SHEATHING I-J015T5 - RE: PLAN RE: PLAN T.O. PLYND. 4 1 A a. 4 4 I-JOIST BLKC7. PANELS 0 24" o.c. IN FIRST (4) J5T.5PACr K/ (5)-IOCI NAILS INTO EA. PANEL, TYP. EXP. MAT'L, TYP. CONC. SLAB RE: PLAN RE: PLAN T.O. 5LAE A d. 4 (2)-#5`9 CONT. HORIZ. RE: PLAN T.O.F. UNDER DRAIN SYSTEM PER SOILS ENGINEER RE: PLAN (4)-#5'5 CONT. [(2)-RON5 OF (2)] OR #5'5 EACH NAY TOP at 5TM OR REINFORCING PER PLAN NOTES 5 /11 SCALE: /4 =1' -0 ■ . o 4 4. 4 OLR.-/ 4 4 - �4 him mill ......... .... n� . 2x STUD BRC7. WALL 1^V SHEATHING - RE: PLAN (STUD PACK AT 51 M.) CONC. SLAB RE: PLAN OPTION I 2x STUD BR&. HALL W SHEATHING - RE: PLAN (STUD PACK AT 51M) CON0.5LA5 RE: PLAN (2)-#5 CC OPTION 2 16d DRIVE PINS 0 16" o.c. (IF SLAB 15 HEATED, GLUE PL TO CONCRETE) NOTE RE: 5HRKALL 50HPL FOR SILL ATTCHMNT AT 5HRViALL In= E51 AM I(od DRIVE PINS 0 16" ox_ (IF SLAB 15 HEATED, GLUE PL TO CONCRETE) NOTE RE: 5HRAALL 5CHDL FOR SILL ATTCHMNT AT 5HRKALL RE, PLAN A T.O. SLAB SGALE: 1 /4"=1'-0 2x6 STUDS ox.. K/ YY FLY OR 05B SHEATHING EXP. MAT'L, T`rP. 1/2" ? x 10" A.B.'s a 24" o CONC. SLAB RE- IN CONT. TREATED 2x PL PLAN RE: PLAN T.O.N. RE: PLAN 4 T.O. SLAB T 4 #4 DOWELS x (2) - #5's CONT. HORIZ. a 24" ox.. L EACH FACE EACH FACE #4 CONT. HORIZ. a M 5 CLR. ID HEI EACH RE: PLAN FACE T.O.F. S lif. ........ . . . . . (:2)-#5'S CONT. RE PLAN �5 5. 2) SCALE 5 /4 " = 1 ' — D 0 U) Johnson, Kunkel & Associates, Inc. 1 1 IRA 1 14 1 2001 rcativc Sig P.O. BOX 409 1286 CHAMBERS AYE. Suite #200 EAGLE. CO 81631 PHONE: (970) 328-6368 FAX: (970) 328-1035 WWW.JKANDA.COM es m ROME C., A L -/4 1'-0 SEE SCHEDULE ON 5HT. 51 FOR REINF. F-0. INFO., TYP. 50HED. WIDTH v ?r 71"'P. @ STL. r-, A rs fl©®emeo S3 2 � ,r: i �i I i S3 2 2x6 STUDS 0 16" oc. K/ 1/2 PLYk OR 05B 5HEATHINC7 I V2" ? x 10" A.B.'s as 24" o.c. IN CONT. TREATED 2xb PL RE: PLAN T.O.K. STONE VENEER RE: ARCH. CONT. L 4x4x5/a K/ ? x 6" EXP. ANCH. 0 24" #5's VERT. a 16" o.c.— #5 DOWELS x 016 O.G. k RE: PLAN CONT, HORIZ. TOP 4 BOT. RE: PLAN N1_ C.L. SIM CONDITION NO STONE VENEER OR STONE VENEER SUPPORT OR SLAB ON GRADE #5's CONT. HORIZ. 0 la" EXP. MAT'L, TYP. GONG. LAB - RE: PLAN RE: PLAN T.O.5LAE 4 4 SCALE: 5 /4 " = 1 '- 0 TIMBER COLUMN RE: PLAN 5 C A L 5 /4 " = - a 4 5 OLR.--; 2x6 5TUD5 o.c. K/ PLYND. OR 055 5♦ 1/2" ? x 10" A.B.'s 4 o.c. IN CONT. TREA 2x PL RIPPED TO MATCH HALL KIDT O L RE: PLAN (2)-#5's CONT. HOR Ws CONT. HORIZ. 12" O.G. #5'5 VERT. a 16" o. 1 1— o ll (2)-#5'5 CONT. HOR O L RE: PLAN T T.O.F. (Z-Ws CONT. UNDER DRAIN SYSTEM PER 5OIL5FNC7INEER EXTERIOR SLAB ON GRADE RE: PLAN T.O.K. (2)-#5s CONT. HORIZ. TOP 4 501. #4's VERT. a 16" #4 DOWEL a O.C. SIM CONDITION NO FOOTING OR DOWEL RE: PLAN CONT. RE: PLAN #5's CONT. HORIZ. 0 12" O.C. UNDER DRAIN SYSTEM PER SOILS ENGINEER 11 SCIALE: 1 ! . . . . . . . . . . . . d f . . . . . . . . . . • . . . . . . 2x6 STUDS o.a. W Y:2" FLYK OR 055 SHEATHING 1/2" ? x 10" A.B.'s a 24" o.o. IN CONT. TREATED 2x6 FL RE: PLAN STONE VENEER - RE: ARCH. CMU BELOW GRADE FOR STONE VENEER SUPPORT #5's VERT. a 15" #5 DOWELS x a la O.G. k i f -b il (2)-#5's CONT. HORIZ. TOP 4 BOT, RE: PLAN 51M CONDITION NO INTERIOR STONE VENEER OR VENEER SUPPORT #5's CONT. HORIZ. a la" O.G. EXP. MAT TYP. r. CONC. SLAB 4 RE: PLAN RE: PLAN i t 4 T.O. SLAB . K-7, L CONT. L 4x4x5/a 4 EXP. ANCH. a 24 d 4 SCALE Z %4" = ' #4 DOWELS x a 24" ox.. EXTERIOR SLAB ON CONC. SLAB - RE: PLAN GRADE RE: PLAN T.O. SLAB RE: PLAN T.O.W. g. (1)-#4 CONT. HORIZ. #5 CONT. HORIZ. 0 24" O.G. #5 VOKEL5 x a 24 O.G. �m o f -a ll 1 , 4. CONT. HORIZ. PLAN RE: TOP t 50T. T.O.F. F (2)-#5's CONT. UNDER DRAIN SYSTEM PER SOILS ENGINEER RE: PLAN-., SCALE 5 /4 :2x STUDS W) PLYIND. OR 055 5HEATHINO # RE: ELEV. MANIF, 4 CONT. AT NOSE 1/2" ? x 10" A.B.'s as 12" ox.. IN CONT. TREATED 2x PL GONG. SLAB RE: PLAN PLAN T.O.F. RE: PLAN 4 T.O.F. l y #5's a 12 o.o. EACH KAY -�eRE: PLAN,-Je- 5 /4 2x6 STUDS o.r-. K/ YY PLY1^V. OR 055 SHEATHING 1/2" ? x 10" A.B.'s a 24" ot&-.,,, IN CONT. TREATED 2x PL (VERFY N/ 5HR KL SCHEDULE) RE: PLAN T.O.N. (2)-#5'5 CONT. (EACH FACE) EXP. MAT TYP. GONG. SLAB - RE: PLAN RE: PLAN T.O.F. CONT. #4 DOWEL 0 24" ox, tV DRIVEWAY SLAB RE: PLAN EXP. MAT TYP. GONG. SLAB - RE: PLAN la" (EACH FACE). #4 DOKEL5 x a 24" O.G. to (EACH FACE) a . .. I 4 (2)-#5's CONT. HORIZ. TOP 4 BOT. (EACH 4 FACE) tff V 21 —RE; PLAN— G A L. : /. E CONC. SLAB RE: PLAN SLOPE SLAB coo= . . . . . . . . . . . . . . . . . . . . . . . . .................... .............. ................... A ................ W.o .......... A e.. (1)-#4 CONT. HORIZ. #5 DOWELS x a 24" O.G. L o f -a ll (:2)-#5'5 CONT. "4 SCALE z/ 2x6 STUDS O.G. KIY:2" PLYKD. OR 055 5HEATHIN6 1/2" 7 x 10" A.B.'s a 24" — IN CONT. TREATED 2xb FL(VERf=Y N/ 5HR NL SCHEDULE) :2 #4 DOWELS x a 24" o.r-. NF T.O.K. (2)-#5 CONT. TOP 4 5TM EXP. MAT'L, TYP. CONC. SLAB RE: PLAN RE. PLAN T.O.F. (:2)-*5's CONT. CONC. SLAB RE: PLAN RE: PLAN T.O. #5 DOWELS x a 24 L 5" CLR. lopp reafivc Xfo ain visio pping Services P.O. BOX 409 1286 CHAMBERS AVE. Suite #200 RAGIZ CO 81631 PHONE: (970) 328-6368 FAX: (970) 328-1035 Www &MALCOM dft • iy SOMME S3.3 ilk MAP 2 :.�:: iu . . . . . . V101 olroio wa ................ 5 C A L 5 /4 " = - a 4 5 OLR.--; 2x6 5TUD5 o.c. K/ PLYND. OR 055 5♦ 1/2" ? x 10" A.B.'s 4 o.c. IN CONT. TREA 2x PL RIPPED TO MATCH HALL KIDT O L RE: PLAN (2)-#5's CONT. HOR Ws CONT. HORIZ. 12" O.G. #5'5 VERT. a 16" o. 1 1— o ll (2)-#5'5 CONT. HOR O L RE: PLAN T T.O.F. (Z-Ws CONT. UNDER DRAIN SYSTEM PER 5OIL5FNC7INEER EXTERIOR SLAB ON GRADE RE: PLAN T.O.K. (2)-#5s CONT. HORIZ. TOP 4 501. #4's VERT. a 16" #4 DOWEL a O.C. SIM CONDITION NO FOOTING OR DOWEL RE: PLAN CONT. RE: PLAN #5's CONT. HORIZ. 0 12" O.C. UNDER DRAIN SYSTEM PER SOILS ENGINEER 11 SCIALE: 1 ! . . . . . . . . . . . . d f . . . . . . . . . . • . . . . . . 2x6 STUDS o.a. W Y:2" FLYK OR 055 SHEATHING 1/2" ? x 10" A.B.'s a 24" o.o. IN CONT. TREATED 2x6 FL RE: PLAN STONE VENEER - RE: ARCH. CMU BELOW GRADE FOR STONE VENEER SUPPORT #5's VERT. a 15" #5 DOWELS x a la O.G. k i f -b il (2)-#5's CONT. HORIZ. TOP 4 BOT, RE: PLAN 51M CONDITION NO INTERIOR STONE VENEER OR VENEER SUPPORT #5's CONT. HORIZ. a la" O.G. EXP. MAT TYP. r. CONC. SLAB 4 RE: PLAN RE: PLAN i t 4 T.O. SLAB . K-7, L CONT. L 4x4x5/a 4 EXP. ANCH. a 24 d 4 SCALE Z %4" = ' #4 DOWELS x a 24" ox.. EXTERIOR SLAB ON CONC. SLAB - RE: PLAN GRADE RE: PLAN T.O. SLAB RE: PLAN T.O.W. g. (1)-#4 CONT. HORIZ. #5 CONT. HORIZ. 0 24" O.G. #5 VOKEL5 x a 24 O.G. �m o f -a ll 1 , 4. CONT. HORIZ. PLAN RE: TOP t 50T. T.O.F. F (2)-#5's CONT. UNDER DRAIN SYSTEM PER SOILS ENGINEER RE: PLAN-., SCALE 5 /4 :2x STUDS W) PLYIND. OR 055 5HEATHINO # RE: ELEV. MANIF, 4 CONT. AT NOSE 1/2" ? x 10" A.B.'s as 12" ox.. IN CONT. TREATED 2x PL GONG. SLAB RE: PLAN PLAN T.O.F. RE: PLAN 4 T.O.F. l y #5's a 12 o.o. EACH KAY -�eRE: PLAN,-Je- 5 /4 2x6 STUDS o.r-. K/ YY PLY1^V. OR 055 SHEATHING 1/2" ? x 10" A.B.'s a 24" ot&-.,,, IN CONT. TREATED 2x PL (VERFY N/ 5HR KL SCHEDULE) RE: PLAN T.O.N. (2)-#5'5 CONT. (EACH FACE) EXP. MAT TYP. GONG. SLAB - RE: PLAN RE: PLAN T.O.F. CONT. #4 DOWEL 0 24" ox, tV DRIVEWAY SLAB RE: PLAN EXP. MAT TYP. GONG. SLAB - RE: PLAN la" (EACH FACE). #4 DOKEL5 x a 24" O.G. to (EACH FACE) a . .. I 4 (2)-#5's CONT. HORIZ. TOP 4 BOT. (EACH 4 FACE) tff V 21 —RE; PLAN— G A L. : /. E CONC. SLAB RE: PLAN SLOPE SLAB coo= . . . . . . . . . . . . . . . . . . . . . . . . .................... .............. ................... A ................ W.o .......... A e.. (1)-#4 CONT. HORIZ. #5 DOWELS x a 24" O.G. L o f -a ll (:2)-#5'5 CONT. "4 SCALE z/ 2x6 STUDS O.G. KIY:2" PLYKD. OR 055 5HEATHIN6 1/2" 7 x 10" A.B.'s a 24" — IN CONT. TREATED 2xb FL(VERf=Y N/ 5HR NL SCHEDULE) :2 #4 DOWELS x a 24" o.r-. NF T.O.K. (2)-#5 CONT. TOP 4 5TM EXP. MAT'L, TYP. CONC. SLAB RE: PLAN RE. PLAN T.O.F. (:2)-*5's CONT. CONC. SLAB RE: PLAN RE: PLAN T.O. #5 DOWELS x a 24 L 5" CLR. lopp reafivc Xfo ain visio pping Services P.O. BOX 409 1286 CHAMBERS AVE. Suite #200 RAGIZ CO 81631 PHONE: (970) 328-6368 FAX: (970) 328-1035 Www &MALCOM dft • iy SOMME S3.3 L : R ARCH T T.O. WALL LADDER FRAMING PER SON 5/55.5 (2)-#5's CONT. HORIZ. 1/2" ? x 10" A.B.'s a 24" ox, IN CONT. TREATED 2x PL RIPPED TO MATCH WALL WIDTH #5's CONT. HORIZ. a 0 ox, RE: PLAN T T.O. GRADE #5's VERT. 0 1:2" Q.G. #5 DOWELS x -o il (2)-#5's CONT. HORIZ. O L 5M: PLAN UNDER DRAIN SYSTEM PER SOILS ENGINEER .5L (M T*I(P. 4 51M CONDITION A' 5TUDNALL BELOW LADDER FRAMING. A . A A d. '46 A CONT. 2xI2 TREATED RIM K/ (5)-Ibd DRIVE PINS a 16" ox.. BLOCKING FLOOR SHEATHING RE: PLAN T.O. PLYIAV. CONT. (2)-2XI2 TREATED LEDGER RE: PLAN I-,JO15T5 RE. PLAN 4'-0" x #4 VERT (TIE TO FORMS a :24" Q.G. MIN) ONTR ON LEDGER R PLAN 10 RE: PLAN T.O. ROCt (4)-#5'5 CONT. [(:2)-RON5 OF (2)] SOALE: :2x6 STUDS as 16" o.c. H/ Y2" PL'*O OR 055 5HEATHIN6 5/8" ? x 10" A.B.'s a 24" ox.. IN CONT. TREATED 2x PL RIPPED TO MATCH HALL WIDTH O L RE: PLAN (2)-#5's CONT. HORIZ. #5's OONT. HORIZ. la" o.c. PLAN T.O. ORADE We VERT. 0 12" c.c. CONT. 2xI2 TREATED LEDGER K/ (3) -166 DRIVE PINS a 16" o.c. BLOCKING FLOOR SHEATHING RE: PLAN --- T.O. PLYJA CONT. (2)-2XI2 TREATED LEDiSER RE: PLAN #5 DOWELS x ox, I t- o il (2)-#5's CONT. HORIZ. - .4t _35 UNDER DRAIN 5Y5TEr PER SOILS ENGINEER 2x6 STUDS K/ 1/2" PLYI^V. OR 055 5HEATHIN6 SCALE !3 /4 1' #4 CONT. AT NOSE 142 ? x 10" A.B.'s a :24 ox,. IN CONT. TREATED :2x PL GONG. SLAB RE: RE: PLAN PLAN 'r T.O.F. Q.a VARIES T O.F. A4 CONT. 72r f=LAN--,JL S ALE : 5 /4" 1'-0 4'-0" x #4 VERT (TIE TO FORMS a 24" ox, MIN) ONTR ON LEDGER Q PLAN— (4)-#55 CONT. [(2) -ROWS OF (:2)] 5 5.4 FNDN. WALL RE: PLAN FOR REINFORCINO PROVIDE VERT. a all o.c. a BUTTRE55 CONCRETE FOUNDATION WALL RE: PLAN PLAN VIEW .. hxw— 5 11 5 C. A L E: 5 /4" 1' (4)-#5'5 CONT. [(2) -ROWS OF (Z] 5.N. HALL O L RE: PLAN T T.O. GRADE #5's CONT. HORIZ. a 16" Q.G. 5" CLR. Ws VERT. a 12" ox_ #5 DONEL5 x a 12" ox,. I' - . 4 I' li� Lim L i) III (2)-#5's CONT. HORIZ. RE: PLAN T.O.F. RE: PLAN UNDER DRAIN 5Y5TEM PER SOILS ENGINEER (:2)-#5s CONT. HORIZ. PAVERS ON DECK RE: PLAN I-JOISTS - RE: PLAN RE: PLAN j SIM CONDITION No UPPER DECK AT SIM. CONDITION PAVERS ON DECK RE: PLAN I-JOISTS RE: PLAN RE: PLAN #6 a 12" Q.G. TRANSVERSE CONT. (5)-#5's CONT. Il v SCALE E%4 1' SCALE : 1'-0 / 4 CONT. S15 OF (2)] .L Johnson, Kunkel Associates, Inc. oil i 2001 loppolflVI readvc Mopping Scrviccs P.O. BOX 409 1286 CRAWBERS AVE. Suite #200 EAGLE, CO 81631 PHONE: (970) 328-6368 FAX' (970) 328-1035 WWW.JKANDA.COM 40 m 6 m as m 40 � 4 W 3=1 . ........... . . . . . 17 ...... 5 #5 CORNER DONEL5 b" ox.. VERT. SPACING (ALT. L17 INTO 10" WALL AT 51NOLE MAT EACH FACE AT DOUBLE REINF) - PROVIDE #5 x 4'-0" AT 60" VERT EPDXY DOWEL ro" INTO HALL IF NOT MONO POURED PLAN VIEW .. hxw— 5 11 5 C. A L E: 5 /4" 1' (4)-#5'5 CONT. [(2) -ROWS OF (Z] 5.N. HALL O L RE: PLAN T T.O. GRADE #5's CONT. HORIZ. a 16" Q.G. 5" CLR. Ws VERT. a 12" ox_ #5 DONEL5 x a 12" ox,. I' - . 4 I' li� Lim L i) III (2)-#5's CONT. HORIZ. RE: PLAN T.O.F. RE: PLAN UNDER DRAIN 5Y5TEM PER SOILS ENGINEER (:2)-#5s CONT. HORIZ. PAVERS ON DECK RE: PLAN I-JOISTS - RE: PLAN RE: PLAN j SIM CONDITION No UPPER DECK AT SIM. CONDITION PAVERS ON DECK RE: PLAN I-JOISTS RE: PLAN RE: PLAN #6 a 12" Q.G. TRANSVERSE CONT. (5)-#5's CONT. Il v SCALE E%4 1' SCALE : 1'-0 / 4 CONT. S15 OF (2)] .L Johnson, Kunkel Associates, Inc. oil i 2001 loppolflVI readvc Mopping Scrviccs P.O. BOX 409 1286 CRAWBERS AVE. Suite #200 EAGLE, CO 81631 PHONE: (970) 328-6368 FAX' (970) 328-1035 WWW.JKANDA.COM 40 m 6 m as m 40 � 4 W �41 �_� � db �41 �_� � 2x6 STUDS o.c. K/ Y2" PL'Y'ND. OR 055 SHEATHING 1/2" ? x loll A.B.'s a 24" ox,. IN - CONT. TREATED 2x PL RIPPED TO MATCH HALL WIDTH 4" STONE PAVERS AND GROUT ON HATERPROOFINC7 MEMBRANE RE: ARCH SHEATHING O L RE: PLAN — T T.O.N. @ CONT. (2)-2x12 E: ' TREATED LEDGER R PLAN (2)-#5 CONT. HORIZ. TOP FLOOR SHTNO. TYP. @ SIM. )*' 4 A . 1 4- A 4 1/2" 5TL BASE PLATE — K/ (2)-5/4" ? EXF ANCH ON I" NON SHRINK GROUT 2 1 -6 11 #4 DOWELS x � � - a 24" ox_ RE: PLAN T.O.W. FLOOR J01 5T5 - RE: PLAN A (1)-#4 CONT. HORIZ. RE: PLAN T.O. FL"rND. FOUNDATION WALL RE APPLICABLE SECTION FOR REINFORCING A A 4 FOUNDATION WALL FACE RE: PLAN FOR d :'� REINFORCING 0 oF .4 A 4 4 4• 4- A A A SCALE: 5 /4"=1'-0 _5/8" x 11" x 15" STEEL PLATE (IF APPLICABLE AT CORNER CNCTN) K/ W-5/5"? x 4" EPXY. ANCH. AND Z-5/4" THRU BOLT5 LVL OR STL BEAM RE: PLAN T L bx4x5/e> k4l Z-5/4" THRU OR 4 1 / 2 " r=xf:'OY ANCHOR BOLTS 4 �FLR. �IAFHROM. 1:�)RAO STRUT C. SCALE ��' 4 11 /> = 1'-0 (2)-#5 CONT. CONC. SLAB TOP 4 BOT. RE: PLAN T RE: PLAN T.O.F. STONE VENEER, RE: ARCH. WEEP HOLES a 5' -0- o.c. HORIZONTAL t b" ABOVE TOE 51DE 5ACKFILL. RE: ARCH. TYP. 9 H55 COLUMN RE: PLAN GONG. SLAB - RE: PLAN RE: PLAN T.O. 5LAE FNPN WALL PER SECTION -RE: PLAN____7 HEI GHT A 5 0 V E E-2 F C7 H J L 4 1'-'711 lo ll 11-111 loll #5 AT 1'-0" 51-611 #5 AT 11-61 #5 AT 1'-&" #5 AT I'-b" #5 AT 1'-6 (2)-Ws E :2 10 :2 1:2 #6 AT 11-ol' 51-611 #5 AT 11-61 #5 AT 1'-0" CIMU DRY #5 AT 1'-6 (2)405's ,V -O" 5 1:2 :2 12 STACK VENEER 4 #5 AT 1'-6" #5 AT 8" #5 AT 1'-6" #5 AT 1'-6" (5)-#5's F SUPPORT. f;M: 1:2 :2 14 #6 AT 6" V-011 #5 AT 1-4" #6 AT 1`0" ARCH. #6 AT 1'-6 12'-0" 4'-10" 14 :2 CS #6 AT 6" V-011 #5 AT 1 #6 AT 6" #5 AT 1'-6" #6 AT 1'-6 (4)-#5s H 16 _1 4 L d . OLP, EXCAVATION LIMITS .4 in. :2 w < CLR. 7 7 A-TOE 5 7 BASE WIDTH RETAINING WALL SCHEDULE 9 H55 COLUMN RE: PLAN GONG. SLAB - RE: PLAN RE: PLAN T.O. 5LAE FNPN WALL PER SECTION -RE: PLAN____7 HEI GHT A 5 0 V E E-2 F C7 H J L 4 1'-'711 lo ll 11-111 loll #5 AT 1'-0" 51-611 #5 AT 11-61 #5 AT 1'-&" #5 AT I'-b" #5 AT 1'-6 (2)-Ws 6 :2 10 :2 1:2 #6 AT 11-ol' 51-611 #5 AT 11-61 #5 AT 1'-0" #5 AT 1'-6" #5 AT 1'-6 (2)405's ,V -O" 5 1:2 :2 12 #6 AT a" 4 #5 AT 1'-6" #5 AT 8" #5 AT 1'-6" #5 AT 1'-6" (5)-#5's 10 4 1:2 :2 14 #6 AT 6" V-011 #5 AT 1-4" #6 AT 1`0" *5 AT 1 #6 AT 1'-6 12'-0" 4'-10" 14 :2 14 #6 AT 6" V-011 #5 AT 1 #6 AT 6" #5 AT 1'-6" #6 AT 1'-6 (4)-#5s 0, 55.F5 NOTES: I. RE5AR GRADE 60 2. CONCRETE Fe, = 4000 psi 5. 501L BEARING = 2000 psf 4. NO 5URCHAR57E LOAD ALLOWED 5. MASONRY VENEEP SHALL MATCH THE - VENEER OF THE RESIDENCE AS APPROVED BY THE ARCHITECT. 5U5MIT SAMPLES FOR APPROVAL. ATTACH TO CONCRETE HALL WITH STANDARD MA50NRY TIES EMBEDDED IN THE CONCRETE WALL. 6. FND. DRAIN PER 50IL5 EN&R. 7. DOUBLE FNDN. REINFORCING * 1'-0" THICK AND GREATER WALLS CONCRETE RETAININO NALL SCALE: N.T.S. (:2)-#5'5 CONT. HORIZ #5's CONT. HORIZ. 1:2" o.c. Ws VERT. as 16" o.c. DONEI-5 x C.c. (ALT) 1 1 -0 11 501L NAIL WALL (2)-#5's CONT. HORIZ. RE: PLAN tiC UNDER DRAIN SYSTEM PER SOILS ENGINEER 55.51 TYP. 2x6 STUDS ox- W,1 PLY1^0. OR 055 SHEATHING 1/2" ? x 10" A.B.'s 0 24" — ox, IN CONT, TREATED 2x PL RIPPED TO MATCH WALL kqlr,>TH EXTERIOR SLAB ON 6+ZAVF RE: PLAN RE: PLAN (2)-:2X LEDGER RE: PLAN NOTES CONT. HORIZ. *-0" x #4 VERT. (TIE TO FORMS a 24" o.c. MIN) ONTIR ON LEDGER A < JAI� A A q. a . FLOOR 5HEATHIN l-IJ015T5 - I;;m_ PLAN RE: PLAN T.O. PLYND. 4 ° .•� I J�TYP. A. 4 A A A a 4 A 4 • (:2)-#5'5 CONT. 4.. HORIZ 4.' 4 :d A ..4 R PLAN 2 r UNDER DRAIN SYSTEM PER SOILS ENGINEER f;M: PLAN NOTES FOR FTC_7 REINFORCING • I \— FULL 6RADE_ FILL (2)-#5'5 CONT. HORIZ. CONT. 2xI2 TREATED RIM )^v (5)-Ibcf DRIVE PINS a 16" ox.. BLOCKING FLOOR SHEATHING RE: PLAN T.O. PLYI^V. CONT. (2)-2x12 TREATED LFV6F_R RE: PLAN NOTES I-,JOI5T5 RE: PLAN #5'5 CONT HORIZ AT ox_ #5'S VERT AT 16 o.c. #5 DOWELS x a9 I6" o (ALT) 1 1 -0 ll — EXP. MAT'L, TYP. — CONC. SLAB f;M: PLAN RE: PLAN A 4 4 T.O.SLAe A . Johnson, Kunkel & Associates, Inc. IN W . ' _M. 0i zn?'I loppolovisio realive Nlapping senlices P.O. BOX 409 1286 CHAMBERS AVE. Suite #200 EAGLE, CO 81631 PHONE: (970) 328-6368 A F X - (970) 328-1035 . WW.JKANDA.COM A S3.5 • S3.5 2x 5TUII 1/2 FLYWv. 055 5HEATI FLOOR JOISTS RE: PLAN DBL JOIST BLN WALL AT INT. (LSL RIM AT EXT.) STONE VENEER RE. ARCH CONT. L 4x4x1/4" STONE - VENEE R SUPPORT 1^1151a" ? THRU-BOLTS a I' -b" 5/4"?xe5" LAO BOLT 1'-2" (COUNTER-SINK, IF NECCA5ARY) TIMBER BEAM RE: ARCH. 12 7 IN7t=RIOR FAR7"r NALL FLOOR : SHEATHING CONC. TOPPING RE.- ARCH. z - - -- - - - RE. PLAN m T.O. PLYI^ 2x 5TUIL K/ 1/2 PLYj^v. OR 055 SHEATHING FLOOR SHEATHING I;T=: PLAN T.O. FLYND. : ARCH SCALE: /4 =I 1 -0 CONO. TOPPING RE: ARCH. (2)-L 4x4x5/8" W (5)-5/4"? 1/4 THRU-BOLTS EACH LEO ONTROTR5 OPTION LOOP- SHEATHING Q - - - - - -- - - - - -- RE: PLAN jN T.O. 5TL. BM.Y 0 S, :2 1/2 1 1/2 5TL. BEAM RE: PLAN K/ 2x NAILER DRIVE FINNED TO TOP FLANGE T`rF. STL. E3E C. .�� scALE: 5 /4 " = '- 0 FLOOR JOISTS—' f;?Z-: PLAN DBL J015T BLPq WALL AT INT. (L5L RIM AT EXT.) SCALE 1 1- 0 5TL. BEAM RE: PLAN W NAILER DRIVE FINNED TO TOP FLANGE 1/4" FITTED STIFFENER — PLATE EA. SIDE OF WEB, TYR BEAM RE: PLAN (Z-2xI2 MIN) CAP PLATE: 1/2" x BM. WIDTH xO'-5" Pq/ (2)-5/4" ? THRU-BOLTS [(I) EA. SIDE OF NE5] H55 COL. - RE: PLAN DECK J015T5 RE: PLAN 501 BLOCKING 501 SERIES 5000 AT 16" O.C. S (STORA LOAD) C FLOOR SHEATH INe CONCRETE TOPPING CONC. TOPPING - \- FLOOR JOIST RE: PLAN D51 . \/r-RSA-LAM RIM BOARD i^V (2) 5/4" t;?[A. THRU E3OLT5 AT 1'-4" 2x(b STUDS K/ 1/2 FLYI OR 055 SHEATHING NOTE FRAMING PARRALLEL TO BEAM AT 51M e<. I RE: ARCH j T.O. STL. BM.Y ]3 STL ' BEAM RE: PLAN K/ 2x NAILER K/ 1/2" ? THREADED RODE) AT TO TOP FLANGE (ONTR WALL ABOVE ON STEEL 5M.) AND 2X NEB PACKING WITH 5/4" ? L. BOLTS AT I'-b" ox- (IF RE: PLAN J T.O. PLYND.1" TYP. SCALE: =1 NAIL TOP PLATE TO ROOF SHEATHING H/ 10d NAILS ROOF OR TO MATCH 5HEARAALL FLOOR NAILING z ROOF OR FLOOR J015T RE: PLAN X T -- rF. @ INT. SHEARNALL _ 5.6) 5 /4" 1' 2x 5TUDNALL k4, YY PLYkO. OR 055 SHEATHING RE: PLAN LVL BEAM RE: PLAN VS CONT. STEEL EDGE AN6LE N/1/2" ? x 5" LAC-7 a EA. JO 15T FLOOR SHEATHING SLOPING STONE PAVERS AND C-4;ZOU ON WATERPROOFING MEMBRANE RE, ARCH @ Trlf DECK JOISTS RE: PLAN SLOPING RE: PLAN T.O STONE VEN RE: ARCH. L4X6XI/4 1 DIA. THRU-1 1 1 -0 11 ROOF SHE/ k4ATERPRO RE: ARCH 2xI2 LEV6 —, (5)-12d NAILS AT 16 SIMPSON L10 EACH END BLOCKI PANEL 1 5/4" X q 1/2 LVL LEDGER OUT INTO STUD WALL (DO NOT OVERCUT) WALL SHEATHING ON 2x STUDS CONNECT 5HEAR.WALL To DBL 2x MATCH SHEARWALL NAILING AT EDGE 1/2" 7 THREADED RODS AT I'-b" o.o. VERT AT SHEAR WALL (NOT REOD AT 51M H55 COL. RE: PLAN (STUD PACK AT SIM) 2x 5TUDNALL K/ 1/2" PLYWV. OR 055 SHEATHING SLOPING STONE PAVERS AND GROUT ON WATERPROOFING MEMBRANE RE: ARCH FLOOR SHEATHING SLOPING IC RE: PLAN 4 d T.O. f-'LyvjD. LEDGER PER PLAN NOTES DECK JOISTS RE: PLAN SIMILAR SECTION: FLOOR FRAMING PERPENDICULAR PER 5OTN 1/55:7. FLOOR SHEATHING CONC. TOPPING - RE. FLOOR J015T RE: PLAN LSL RIM BOARD AND BLOCKING AT EXT. DECK FLOOR JOIST5 f;?J PLAN INTERIOR SHEAR WALL FLOOR SHEATHIN6 —I-,JO15T5 - RE: PLAN RE: PLAN va T.O. PLYI LVL BEAM RE: PLAN SCIALE: E /4 =I 1 -0 2x STUMNALL K/ 1/2" PLY160. OR OSB 5HEATHINC7 BLOCKING FLOOR SHEATHING RE. PLAN T.O. PLYPA0. FLOOR 'JOISTS RE: PLAN RE: ARCH TIMBER BEAM RE: PLAN T C STL. COL. I=ND SUFFORT sc/ALE: 5 1'-0 2x 5TUPNALL Pq/ SLOPING 2" PL'Y'IAV. OR CONCRETE DECK 055 SHEATHING TOPPING SHEATHING A SLOPING IN ---------- OL RE: PLAN T T.O. FLYND. 2xI2 LEDGER ©@ U) Johnson, Kunkel Associates, Inc. 9 1 ' 1 � 2001 leppelflVi rewive Mapping scrviccs P.O. BOX 409 1286 CRAIMIRS AVE. Suite #200 XAGIZ CO 81631 PROM (970) 328-6311118 FM (970) 328-1035 WWW.JKANDA.COM • 40 m 40 googol I 4w A A "- 2 ;i db MEMO 2x STUD PACK RE: PLAN NOTES N STRAP AN TOM PLATE N/ JD WALL LVL BEAM RE; PLAN T** F. I NT. SHEAR ALL - '4 SCALE: 2x STUD PLAN NC FLOOR A A 70M PLATE kq/ UD WALL - 7 5IMP50N 4OLDVONN a WALL :-:ND RE: SECTION II/53.6 2d NAILS TO MATCH SHEAR WALL 5FACINO OR 1/2" 7 x 5 /2" LAOS a 16" ox,. 5 C 5TL. BM. RE: PLAN K/ 2x NAILER DRIVE FINNED TO TOP FLANGE 1/4" x 5" 5TL. PLATE K/ (2)_ 1/2" DIA. x 5" LAG BOLT RE: PLAN L 2x6 5TUD5 K/ 1/2" T.O. SHEATHING FLOOR C7 PLYV40 PLYND. OR 055 SHEATHING FLOOR J015TS RE: PLAN (OVERLAP FULL WIDTH OF RE: PLAN V4ALL) M.- 1 LVL BEAM RE: PLAN T.O. PLY� tA LVL BLOCKING o SHEAR WALL (601 INTERIOR SHEAR BLOCKING AT 51M.) 4 BEARING WALL SCALE: 1 /4"=1'-0 INTERIOR SHEAR K'" K/ PLY1^V. FLOOR SHEATHING 5TL. BM. f;M: PLAN. NAILER N/1/2" ? THREADED RODS AT 12" o.r-. TO TOP FLANGE THREADED ROD FOR HOLDr,>OkqN ONOTN RE: 5HRk4ALL SCHEDULE (IF APPLICABLE) 5 7T 01 F. @ INTERIOR 5rARINO WALL 5TL. 5M. RE: PLAN K/ 2x NAILER W 1/2" ? THREADED RODS AT 12" O.G. 2x 1^4E5 PACKING PER PLAN 5FE05 RE: PLAN a 7 @ I N7. SHT=ARNALL )N STRAP NN T TYP. FLOOR JOIST5 RE- PLAN • 4 .2x6 STUDS 1 1/2 FLYND. OR 055 5HEATHIN& CONC. TOPPING - RE: ARCH. BLOCKING FLOOR SHEATHING - - - - - - - - - - - - - - - - - - - - - - - - - - RE: PLAN T.O. PLYkO.'Y RE*. PLAN 5TL. BE RE: PLAN N/ 2x NAILER DRIVE PINNED TO TOP FLANGE AND 2x k4EE3 PACKING WITH 5/4" DIA THRU BOLTS AT I8" 5IM11-AR SECTION: FRAMING AT DECK INTERFACE PER 5OTN 5/55.6. •11 'Ile" 5CII 5 5000 AT 16" O.C. (STORAGE LOAD - RE: 51.2 FOR PENETRATION FRAMING.) TyP. fl ARCH TyP. T.O. 5TL. E 2x6 STUDS W 1/2" PL'IrJAV OR 05D 5HEATHINO 5TL. BEAM RE. PLAN W 2x RIPPED NAILER DRIVE FINNED TO TOP FLANGE G.L. (ONTR WALL ABOVE ON STEEL BM.) SOALE: 5 /4 1'-0 WATERPROOFING PER ARCH 2x6 5TUD5 K/ 1/2" PLYPO. OR 055 5HEATHINO BLOCKING FLOOR SHEATHING RE: PLAN T.O. PLYI FLOOR J01 STS RE: PLAN L5L RIM J015T T) EXTERIOR 5EARINO NALL /4 2x6 5TUD5 J 1/2" PLYND. OR 055 SHE FLOOR 5HEATHIN& RE: PLAN 1xj *15� T.O. PLYJ^ FLOOR JOISTS RE. PLAN _L5L RIM JOIST 2 T`rF. EXTERIOR EM=ARINO NALL SCALE: E %4 I'-0 2X6 STUDS K/ 1/2 PLYPO, OR 055 SHEATHING FLOOR JOISTS RE� PLAN (OVERLAP FULL WIDTH OF WALL) --- LVL OR L5L BLOCKING a SHEAR WALL (501 5LOOKIN6 AT SIM) FLOOR SHEATHING RE: PLAN T.O. PLYWV_ SIMP50N A54 CLIP 1'-4" (SHEARktALL ONLY) INTERIOR SHEAR 4 SEARING WALL Ito 2x6 5TUD5 N/ 1/2" FLYND. OR 055 SHEATHING D5L LVL BEAM — RE: PLAN 2x6 STUDS K/ IA PLYV0. OR OSB 5HEATHIN6 LVL OR L5L BLOCKING FLOOR 5HEATHIN6 CONTINUOUS FLOOR JOISTS RE: PLAN 5IMP50N A54 CLIP as 1 4 SCALE: !=' 11-11-0 Johnson, Kunkel & Associates, Inc. I x 2001 : readvc m P.O. BOX 409 1286 CHAMBERS AVE. Suite #200 EAGLE, CO 81631 PHONE: (970) 328-6368 FAX: (970) 328-1035 WWW.JK&NDA.COM as • 1, • 7 S3.7 Z A N S3.7 C.L. CURVED STEEL BEAM RE: PLAN K/ 2x DRIVE FINNED TO TOP 4 BTM. RE: PLAN NOTE FLAT STEEL BEAM AT SIM SECTION 1/2 STEEL TOP PLATE 2x NAILER 5/16 K/ 2x TOP $ BTM PL H55 HEADER RE.-PLAN H55 COLUMN RE: PLAN K/ 5/6" STEEL BTM PL K/ 1/2" ? THREADED RODS AT 15" :2x 5TUDNALL (BEYOND) RE: ARCH H55 COL. - RE: PLAN ONTR4,TP-5 OPTION 5TL. 5M. RE.- PLAN K/ 2x NAILER K/ THREDED RODS OR DRIVE FINS To TOP FLANGE (2x NALL 5EYOND) I� -BASLE PLATE (*TYP.): 5/e> x 5M. WIDTH x0'-8 W (2)-5/4" 7 THRU -BOLTS [(2) EA. SIDE OF NE5] NOTE FLOOR FRAMING NOT SHOWN FOR CLARITY 5CALE: 5 /4 1 T46 DECKING H55 FASCIA - RE: PLAN C.L. CURVED STEEL BEAM RE: PLAN K/ Tte DRIVE FINNED To TOP :21 6" 1/4" 2 6 V 1/4" 5CALE: - 1'-0 0-<,HANNEL— BLOCKIN0, TYP. T46 DECKING 1/4 1/4 G.L. 11 EACH END 1/4 RD > 1/4" H55 BLOCKINe TMBR BRACE RE: PLAN (RE. ARCH FOR FINISH) (2)-L (ox4xl/4 W (0-1/2" DIA THRU BOLT EACH 4 5 1/2 VIA WASHERS BLKC7. 5THN. RAFTERS o ERG., ATTACH K/ (5)-12d TOENAILS To RAFTERS 4 (5)-12d TOENAILS TO TOP PLATE, TYP. OC SUB FA501 RE: ARCH. CURVED STEEL BEAM RE: PLAN W T46 DRIVE FINNED To TOP 1/4x5" STEEL PLATE BACKING EACH ANGLE (AT 5TL N-50TN. ONLY) HEADER BEAM (BE RE PLAN LVL COLUMN RE: PLAN (CONTINUOUS TO TOP PLATE) (2)-5/4" ? THRU BOLTS AT 4" SPGNC ---- 1/4 ROOF 5HEATHINO LADDER FRAMING PER 50TN 4/55b 2x6 RAKE WALL 1-51- RIM J015T SCALE: 5 /4 " = 1 ' - O PLYJAV OR 055 RO OF SHEATHING 2x6 5TUD5 1/2" PLYND. OR 055 5HEATHIN& 2x LEDGER RE: PLAN NOTES FLOOR SHE I-,JO15T5 RE: PLAN LVL BEAM RE. PLAN I J015T BLOCKING PANELS (MATCH RAKE WALL SPACING) W (4)-10d NAILS EACH PANEL HATER PROOF I" RE: ARCH ROOF SHEATHIr Typ- RE: ARCH. T.O. 5TL. MANUF. TRUSSES - I I RE: PLAN 5TL BEAM RE: PLAN N/ 2x NAILER DRIVE FINNED TO TOP FLANGE (WRAPPED) PER ARCH. RE: PLAN T.O. PLYI 5 C A L E: 5/4 = 1 -0 CONC. TOPPING - RE: ARCH. FLOOR SHEATHING BLOCKING FLOOR J015T5 RE: PLAN TIMBER BEAM RE. PLAN (LVL BEAM AT 51M) SCALE: 1 /4 1'-0 PLYIAC. 0 055 ROOF 5HEATHIN6-:' BLK6. 15THN. RAFTERS a BR6., ATTACH 1^V (5)-12d TOENAILS To RAFTER5 $ (5)-12d TOENAILS To TOP PLATE, TYP. 17-A lei) SUB FASCIA RE: ARCH "M MANUF. 50155OR TRUSSES - RE: PLAN 2x6 STUDS a W Y2" PLYND. OR 055 SHEATHING MANUF. TRUSSE RE: PLAN LVL BEAM, RE: PLAN (AT 51MIL SECTION) CONT. 2x6 STUDS K/ 1/2" PLYkV. OR 055 SHEATHING 2x12 CONT LED67ER OUT INTO WALL (DO NOT OVERCUT 5TUD5) JAV 12d NAILS RE: PLAN (LOCATE PER ARCH) INTERIOR, SHEAR WALL RE: 5CHDL. FOR NAILING FLOOR 5HEATHINe 5IMP50N HOLVDONN a WALL END PROVIDE THRU BOLT PER MANUF 1/2"? x 4 1/2" LAO BOLTS a 1 a SHEAR WALL OLU-LAM BEAM RE: PLAN 7NrF. @ I N7. SHE NRNALL SCALE: 1- 0 5 5M. RE: PLAN NAILER K/ THREAL RODS OR DRIVE f TOP FLANGE 1/4" x 5" 5TL. LA',,- K/ (2)- 1/2" VIA. x 5" LAO BOLT 2 ' PLAN < RE 2x6 STUDS K/ 1/2" PLYPO. OR OSB SHEATHING RE: PLAN T.O. PLYkO. T FLOOR 'JOISTS RE: PLAN SCALE FLOOR SHEATHIN6 I JOISTS - RE: PLAN CONC. TOPPING - RE: ARCH. LVL BEAM RE: PLAN Johnson, Kunkel & Associates, Inc. loppainv 1 P.O. BOX 409 1280 CHAMBERS AVE. Suite #200 EAGLE, CO 81631 PHONE: (970) 328-6368 FAX- (970) 328-1035 WWW.JK&NDA.COM 5GALE A A SCALE: 5 /4 =1'— dft I/a CONT. STEEL EDGE ANGLE aw PV 1/2" ? x 5" LAO a EA. 'JOIST SHEATHINe aw 4" STONE PAVERS AND &ROUT ON L 15L (MIN) HATERPROOFINe MEMBRANE RE: 5LOPIN6 SOLID BLK6. BTHN.---- TRUSSES - RE.- PLAN ARCH LOOKOUTS a BRe. TYP. (ROOF JOIST AT 51M) - - - - - - - - - - I RE: PLAN T.O. PLY 71�1 2x 5TRUCTURAL SUB-FA5CIA, RE: ARCH, TYP. EA. (4)-12d NAILS a EA. TYP. LOOKOUT (2 -TOP 4 BTM) DECK J015T5 RE: PLAN LOOKOUTS RE: PLAN '2x6 5TUD5 K/ 142' TIMBER PLYH0. OR 055 BEAM RE- SHEATHING PLAN r SCALE - '/4 = '-0 5 3 SCALE: !/4 1'-0 Johnson, Kunkel & Associates, Inc. loppainv 1 P.O. BOX 409 1280 CHAMBERS AVE. Suite #200 EAGLE, CO 81631 PHONE: (970) 328-6368 FAX- (970) 328-1035 WWW.JK&NDA.COM A A dft N©® ®me® aw aw • A A dft N©® ®me® NAIL TOP PLATE TO ROOF-----,, PLYf^v. OR SHEATHING W 10d NAILS 055 ROOF TO MATCH 5HEARAALL SHEATHING NAILING ROOF OR FLOOR JO15T RE: PLAN BEAM RE: PLAN 2-PLY TRU55 AT 5IMP50N A55 SHEAR HALL RE: CLIP AT 24" ox.. PLAN FOR LOCATION <E STI @ STIFFENER AS AND HIND LOAD RE BY CIVII, ENGINEERING M A NUFACTURER ANUFACTURER ONTOTR OPTN - E--4 PROVIDE BLOCKING INTERIOR SHEAR WALL BETWEEN TRU55r (RE: PLAN FOR ASM5LY) FOR LATERAL SHEAR LOAD PER MANUF OR INTERIOR STUD WALL. CONTINUE WALL PLY TO ROOF FLY o 12 l T`rF. INT. FART(/ SHEARNALL 111 SCALE: 5 /4 =1'— 2 HOOD BEAM RE: PLAN 5EARIN& SADDLE: 5FARIN6 PLATE: 1/2" x BM. WIDTH x0'-5 1/211 w SIDE PLATES: 1/4" x5 142 xo 5/4 W (0-5/4" ? THRU-50LTS H55 STU5 COLUMN (MATCH COL BLN) 0NTR6Tf;Z5 OPTION I 5 W-M 1/2" -JOIST FRAMING NOT 5/411 5HONN FOR CLARITY 51M OQ N2ITIQN BOTH STEEL BEAM W PLATES PLATE: 1/2" x 5M. WIDTH X0 K/ (4)-1/2" ? THRU-50LTS [(2) EA. Sze OF k4m] W&I VERTICAL WEB STIFFENER H55 COL. - RE: PLAN SCALE F/4 1 FLOOR 5HEATHIN6 RE: PLAN --- T.O. PLYPO. FLOOR 'JOISTS f;m. PLAN (OVERLAP FULL P41PTH OF WALL) 501 5LOOKIN6 II *7/&" 5CI SERIES 5000 AT Iro" O.C. (STORAGE LOAD) RE: PLAN T.O. FLY 14 55.1` 2X& STUDS K/ 1/2 PLY10-10. OR 055 5HEATHINC7 RE. ARCH TYP. T.O. 5TL OMT vi 5TL. 5EAM RE: PLAN K/ 2x NAILER DRIVE FINNED TO TOP FLANGE (ONTR HALL ABOVE ON STEEL 5M) AND 2x NE5 PACKING K/ 5/4" ? THRU BOLTS AT l&ll O.L. ox, (IF RE0 SCALE: 5/4" =1 ` -0 OPTION (:2)-L 4x4x5/e v41 W-5/4"? THRU-BOLT5 EACH LEO FLOOR SHEATHING — — — — — — — — — — — — 1 14 raf RE: PLAN T.O. 5TL. BM. ry 2 142" 1 142" STL. BEAM RE: PLAN K/ :2x NAILER DRIVE FINNED TO - TOP FLANGE A L 1/4" WEB STIFFENER EA. SIDE (Z-5/4"? THROUG BOLTS (5TAOeERED) NMFAWI 5TL. BEAM RE: PLAN N/ 2x NAILER DRIVE FINNED TO TOP FLANGE 5(::oALr=: = 1 ' - O T40 DECKIN6 CURVED STEEL BEAM RE: PLAN N. T46 DRIVE FINNED TO TOP 1/4 It 0 1/4" x 5" STL BACKING EACH ANGLE (AT 5TL \ N-BEAM ONLY) -BLOCKING K/ 5IMP50N A54 CLIP AT 1'-4" (AT 5HEAR4#4ALL) O-OHANNEL BLOOKINCS, TYR H55 FASCIA RE: PLAN (2)-L bx4xl/4 K/ DIA THRU E30LT 2x6 5TUP5 N/1/2" PLYH0. OR 055 SHEATHING - m STONE VENEER RE: ARCH. L4X&XI/4 WITH 1/2" VIA. THRU -BOLT AT 1 1 -0 11 NATERPROOFIN6 RE: ARCH SCALE /4 =1'— NOTE FRAMING PARRALLEL TO BEAM AT 51M 5OTN SIMPSON L EACH END BLOCKING PANEL 4 1 1/2" LVL LEDGER CUT INTO STUD WALL (DO NOT OVEROUT) LEDGER RE: PLAN NOTES) O L RE: PLAN ROOF J01 T PL ROOF J01 T T.O. PLYND. RE.- PLAN 0 PLAN T.O. 5TL. TyF SIM 5TL. BEAM RE: PLAN N/ 2x NAILER DRIVE FINNED TO TOP FLANGE (ONTR HALL ABOVE ON STEEL 5M. SCALE 5 /4" = 1' RAFTER PLAN. - r BLOCK It PLYWV. ROOF 51 FA501A RE: ARC PL-T YU,'. UK (-4= SHEATHING 00 � 5 � CURVED STEEL 51 f;Tz: PLAN K/ T46 DRIVE FINNED TO TOP 1 loppainvisio P.O. BOX 409 12116 CHAMBERS AVE. Suits #200 EAGLE, CO 81831 PHONE: (970) 328-6368 FAX: (970) 328-1035 WWW.JKANDA.COM BEVELLED BEARI PLATE ON BEAM. PL' OR 055 ROOF 5HEATHIN6 3: < PIE: ARCH ROOF -JOI5T5 - RE: PLAN LVL RIDGE BEAM RE: PLAN Johnson, Kunkel A L E-- & Associates, Inc. PLYND. WEB PL, LAND SURVEYING <E STI @ STIFFENER AS = RE BY CIVII, ENGINEERING M A NUFACTURER ANUFACTURER STRUCTURAL E--4 ENGINEERING 5 /4 " T46 DECKING— SCALE 1'-0 IftliKA- 4A ROOF 5HI=,A 5LOCKIN& ROOF I1015' TRU55 RE: LVL BEAM — 7 4 PIP A L E-- �4 PQ C) PROVIDE SOLID BEARING STUD PACKS z = BELOW STEEL BEAM ;I E--4 INTERIOR STUD WALL. ot 1/4" x 5" 5TL BACKING 0 z EACH ANGLE (AT STL FLOOR ki-BEAM ONLY) 5HEATHIN6 PLAN - - - - - - - - - - (D O LRE• T.O. PLY�-O. F4 :V4 = --- --- C 2x !F>TUPKALL W )2"' PLYWV. OR ) 055 SHEATHING co LVL BEA FLOOR JOI RE: PLAN RE: PLAN 4 A L E-- �4 PQ C) 1-4 CONT. BEVELLED BEARING PLATE ON BEAR 5015SOR RIDGE BEAM i51 RE: PLAN PLYIAV. OR 055 RE; PLAN ROOF 5HEATHINC FLY1 1^IE5 orrr. STIFFENER AS REOD BY 12 ANUFACTURER ARCH RAFT PLAN. PLYK NEB IF BLOC PLYK ROOF FASO RE: A 2X6 PLYP;6. OR 056 5HEATHINO SCALE '/4 = 1 1 -0 I-ROOF 'JO15T5 - RE: PLAN SCALE: 5 /4 " 1 PLY1 OR ROOF5HEA CONT. BEVE PLATE OR STAGGER L LVL BEAM RE: PLAN ROOF J015T RE: PLAN C. A L t 1144 11 4 SCALE: 1 1 -0 - >VERFRAMIN6 IRE: , 4 NOTES I :2xb 5TUr,>5 K/ Y211 G.L. 04M. OR 055 �.THING HS5 FASCII RE: PLAN (2)-L bx4xl/4 K/ VIA THRU BOLT SOMBRE S3 9 46 n A n S3 9 I ANN 1/4 = 1 1 6; • • • lilt • • w. wr wr wr wr ww I m co ,'Ili A 4 REMOVE ALL KNEE BRACES AT CURVED Zm gg � | | -+-- | --- F--' --- __ | | | | | | | . . . � | | | | | | | | ' ' | -- L _________-_________________ | | | � | ) | | | ' ____________------------|---------____ ' | . �e6j�j] � | | -+-- | --- F--' --- __ | | | | | | | . . . � | | | | | | | | ' ' | -- L _________-_________________ | | | � | ) | | | ' ____________------------|---------____ ' | REMOVE ALL KNEE A BRACES AT CURVED 3 ROOF 0AWWW 5TUC,C,0- ax- KNEE BRA6E5 - =8600'-5" CEMENT 5TUGGO 5Y5TEM ON RE.- 5TRUCT THERMAL AND AIR INFILTRATION BARRIER ON PLYWOOD 5HEATHIN6 F- 111F ci Z7 --JL —DIL -E- 7 =I f r CONCRETE RETAINING NALL - RE: 5TRUGT FIN15H GRADE: 5LOPE TO DRAIN ANAY FROM BUILDING PERIMETER. NINDON TRIM L1100D VERT): 2X6 HEADER, TRIM, 5ILL — ROOF PEAK =5608 51. RIDGE WOOD 510IN6 (VERT) 2X4 BOARD AND BATTEN CEDAR 510IN6. 5TU6GO: CEMENT 5TU660 5Y5TEM ON THERMAL AND AIR INFILTRATION BARRIER ON PLYWOOD SHEATHING 33 FOOT HEIGHT LIMIT LINE DORMER RIDGE -1z;Z1 =b5cW-10" THIRD LEVEL=126`-5" T.Q. FIN. 8591' - L -- - ------ THIRD LEVEL=126'-5" T � .0. PL FIN. 85 ; 1 -5 T.O. PLY. 8591 5 SECOND LEVE�1=1 f ON 19 1 8 80 - 0 ffl. -j4 3 4 FAA ml l��m m; / - ik SECOND LEVEL=1 15 3/4" 'BAIA I M,-"T.O. PLY. 8580'-1 3/T' r----- "MR.-m"s ------------ ---------------------- - c;F VAit STONE WALL CAP: — Tvvm GUT -STONE CAP - COLO. DESIGN REVIEW BUFF OR 6A5T 5TONE (BUFF qTAFF APPROVAL COLOR) WITH SLOPED TO elk DRAIN TOP. 1111 I t 2 p i t ! I \t ® I r';. d ! .i 't �i i� it f i4 { a r V t; if if i ----j — ------ jL FIRST -Jr — — — — — — — — - - 1 VT.O. J= , — — — — — — — — — — — — — J ------ Ah MUD — — — — — — — — — — IV T.O. GARAI EX15TIN(5 GRADE: T.O. APPROX. LOCATION 5HONN DA5HED. — — — — — — — — — — — — — - I — — — — — — — — — — — — — — — — — — — — — — — — 1 irfamim Town of Vail �ICE Cfl bXb KNEE BRACES - RE: STRUGT - -4 4 A REMOVE ALL KNEE BRACES AT CURVED ROOF 2 I A4 REMOVE ALL KNEE All Alb BRACES AT CURVED A14 A13 ROOF PEAK ARCHED WINDOW TRIM (HOOD VERT.) ROOF u 2X6 WOOD HEADER N/ 2X6 HOOD TRIM A 2 T.O. RIDGE s j�` I I I j I ' i ( ' i } L 1 1 11 , 7 TM. OF HEADER LJ LJ �I i � � I � � i I r L -------------- — — — — — — — — — — — — — — -------------------------------- I i J-1 < --------------- r1h QTM. OF HEADER mk 131'-2 1/2" WINDOW TRIM (HOOD HORIZ): 10, 0I 2X4 HEADER, TRIM, SILL V4 :j 7 — 00 E= L==J IF -4 _ ti mz�-= T.O. FIN = 122-8" ► 1qL—Z/ LEVEL = 122' -5" T.O. PLY, EL. 8587'-5" o • rf • Ila MAW 4� 40 • a i is bXb KNEE BRACES - RE: STRUGT - -4 4 A REMOVE ALL KNEE BRACES AT CURVED ROOF 2 I A4 REMOVE ALL KNEE All Alb BRACES AT CURVED A14 A13 ROOF PEAK ARCHED WINDOW TRIM (HOOD VERT.) ROOF u 2X6 WOOD HEADER N/ 2X6 HOOD TRIM A 2 T.O. RIDGE s j�` I I I j I ' i ( ' i } L 1 1 11 , 7 TM. OF HEADER LJ LJ �I i � � I � � i I r L -------------- — — — — — — — — — — — — — — -------------------------------- I i J-1 < --------------- r1h QTM. OF HEADER mk 131'-2 1/2" WINDOW TRIM (HOOD HORIZ): 10, 0I 2X4 HEADER, TRIM, SILL V4 :j 7 — 00 E= L==J IF -4 _ ti mz�-= T.O. FIN = 122-8" ► 1qL—Z/ LEVEL = 122' -5" T.O. PLY, EL. 8587'-5" o rf Ila MAW 4� 40 a bXb KNEE BRACES - RE: STRUGT - -4 4 A REMOVE ALL KNEE BRACES AT CURVED ROOF 2 I A4 REMOVE ALL KNEE All Alb BRACES AT CURVED A14 A13 ROOF PEAK ARCHED WINDOW TRIM (HOOD VERT.) ROOF u 2X6 WOOD HEADER N/ 2X6 HOOD TRIM A 2 T.O. RIDGE s j�` I I I j I ' i ( ' i } L 1 1 11 , 7 TM. OF HEADER LJ LJ �I i � � I � � i I r L -------------- — — — — — — — — — — — — — — -------------------------------- I i J-1 < --------------- r1h QTM. OF HEADER mk 131'-2 1/2" WINDOW TRIM (HOOD HORIZ): 10, 0I 2X4 HEADER, TRIM, SILL V4 :j 7 — 00 E= L==J IF -4 _ ti mz�-= T.O. FIN = 122-8" ► 1qL—Z/ LEVEL = 122' -5" T.O. PLY, EL. 8587'-5" o cu I I I � or I SOUTH ELEVATION 1/4 = 1,_0" MAW 4� 40 cu I I I � or I SOUTH ELEVATION 1/4 = 1,_0"