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HomeMy WebLinkAboutDrawings10 Trellis Section Scale: 5/4" = I' -O" 7d r b G.TbAIf"fIAI/_ C.Cb1.A r bl \/ 24 &A. STANDING SEAM GALV. METAL ROOF ON 50# FELT ON I/2" PLYWOOD DEC 2X4 LOOKOUT 16" O.G. E— I X6 FIBER GEMENT BOARD FASCIA IX2 FIBER GEMENT BOARD TRIM 1 5/16 FIBER GEMENT J BOARD SOFFIT FIBER GEMENT BD. LAP SIDING ON 1/2" GYP. SHEATHING 2X6 FURRING IX4 FIBER GEMENT BOARD FRIEZE BD. 5ill 2 2X6 STUDS ® 16" O.G. R -la BATT INSULATION FACE BRICK WITH &ALV. WALL TIES 16" O.G. EVERY 6TH COURSE 1/2" GYP. SHEATHING RECESS SOLDIER COURSE 1/21, 1/4 BASE ` - EXTEND MEMBRANE FLASHING 12 UP WA LL = WEEP EVERY 5RD BRICK —IN 52.. End Wall Section Scale 5/4" = I '-O" 2x6 JOISTS 4 RAFTERS o 16" O.G. #2 KDYP -- OKOUT .C. »i 'REFINISHED GUTTER '-R-51 INSU K6 F I BER GEMENT ;OARD FASCIA K2 FIBER GEMENT 50ARD TRIM /16" FIBER GEMENT 40ARD SOFFIT CONT. SCREEN VENT K4 F I BER GEMENT 40ARD FRIEZE T u - 24 GA. STANDING SEAM GALV. METAL ROOF ON 50# FELT ON 1/2" PLYWOOD DECK INSULATION BAFFLE 11-611 2X(o NAILER 2X4 LOOKOUT PREFINISHED GUTTER 1X6 FIBER GEMENT BOARD FASCIA °5UMIX2 FIBER GEMENT f...,' BOARD TRIM 5/16" FIBER GEMENT BOARD SOFFIT �....77 71 'CONT. SCREEN VENT IX4 F I BER GEMENT BOARD FRIEZE f "i SOLDIER COURSE ' FAGS BRICK WITH 2X6 STUDS < GALV. WALL TIES ® 16" O.G. ' f (P 16" O.G. EVERY `7, 6TH COURSE >! 1/2" GYP. SHEATHING R -la BATT INSULATION RECESS SOLDIER COURSE 1/2" O STANDING BE METAL ROOF SOLDIER COU FACE BRICK SOLDIER COU 6 Right Elevation Scale: 1/4" = I' -O" 24" DIA. DECORATIVE GABLE VENT STANDING SEAM METAL ROOF 12 IVE HONER HEAD HONER CONTROLS OUNTED 42" A.F.F. LAZED BRICK IN HONER AREA STANDING SEAM - METAL ROOF TREATED WOOD TRELL I S SOLDIER COURSE I I SOLDIER COURSE FAGS BRICK ..::�: .... FACE BRICK DOWNSPOUT .-::.:-.:::::-.------------= ----- DOINNSFOUT SOLDIER COURSE I I I I SOLDIER COURSE WINDOW UNIT A/C PRECAST SPLASH BLOCK MOUNTED WITH CONTROLS AT 45" A.F.F. MAX. I' Rear Elevation Scale: 1/4" - I' -O" m I ® 1I F R A DT K ■ s 11 ARCH ITEC'TS 0 55 �,RE� ARS . <) AGE E r Q) �o S 575 OF 41 7 AUG. I-7, 2Q05 0) C Y� STAND I NG SEAM CU X it ■M� METAL ROOF I SOLDIER COURSE -- == -------------_-------------- W 0)1 LL C/)® V UICU L _O 1: -- --------------------------------------------------------...... ........----..........................._....................... .. ......: ..... ----• ::..::::::':==- ,-•-------- ........_.... .::::::::::--:---:::::::::...:...:::..............::::::::::_ ............I................. ........-........»....._»-----------------......... : ..... ................. • .... .1;.........'._.....----------- :1--------------------- }-::::::--- j -------' 17.- ------- - ---- :::::::............ ---------------------.......... --- -------------------Q - - FACE BRICK »» ...... ...... - »_....... ... - ............. - ..._..... ........... ..... - ----•- - .:I:.: ..........................:: ----•......................... ... DOWNSPOUT ......................... :::::::::::::: ::::::::::::::::::::: = ;` _=_;::.. ::::':) ------ ..-- -- ::::::::::::::::: .....:::: :..... ................ :::::::;':::::::::::::::::::::::......::::::...... ----------------- - - :: :: ........... .............. f - - . ------I---::::---:::::::::::::::::: ...................-....- :::: ... .-.-.-.-..-..-..-.-..._.-..- ... —-...•.» - _ ---- .................. ------_"..:. "-r - .-..-..-....-..-..-........ --------------------- - SOLDIER COURSE :::: ........ .... .. .::::::: ». .» _ .._ .. ;. ::::::::::::::::::::::: ::::::::.:.::.:.:............... -»..... ...:..... =: . =:::::�.:._................ Left- Elevation WINDOW UNIT A/C PRECAST SPLASH BLOCK MOUNTED WITH CONTROLS AT 45" A.F.F. MAX. I' Rear Elevation Scale: 1/4" - I' -O" m I ® 1I F R A DT K ■ s 11 ARCH ITEC'TS 0 55 �,RE� ARS . <) AGE E r Q) �o S 575 OF 41 7 AUG. I-7, 2Q05 ■■1 ■■1 1■■ 11sonson■ on 1MMM MMM ■■■ ,loss son 101111 ■■■ ■■■son ■■■ IDI ISI 0) C Y� • _ � O -0;�- CU X ■M� W 0)1 LL C/)® V UICU L _O 1: LIGHT FIXTURE ■■1 ■■1 1■■ 11sonson■ on 1MMM MMM ■■■ ,loss son 101111 ■■■ ■■■son ■■■ IDI ISI I/4 BASE cV ACCESSIBLE THRESHOLD ,.i EXTEND MEMBRANE Date: AUG. 17, 2P08 AND WEATHERSTRIIP. .<....:' FLASHING 12" UP WALL '71_4" 7'-0" 4'-8" WEEP EVERY 5RD BRICK -1N AA Porch Section 7 Typ. Wall Section Exercise BuildingSection Exercise Buildin Plan g Scale: 5/4" = I' -O" Scale: 5/4" = I' -O" Scale: 1/4" = I' -O" Scale: 1/4" = 1'-0" © Copyright 2005 Hill Frank, Inc. Sheet Of The Drawings, Specifications and other documents prepared by the Architect for this Project are instruments of the Architects service for use solely with respect to this Project, and the Architect shall be deemed the author of these documents and shall retain all common law, statutory and other reserved rights, including the copyright. The Owner shall be permitted to re ain :co, including reproducible copies, of the Architects Drawings, Specifications and other documents for information and reference in connection with the Owner's use and occupancy of the project. The Architect's Drawings, Specifications or other documents shall not be used by the Owner or others on other projects, for additions to this Project or for completion of this Project by others, except by agreement in riting d ith appropriate compensation to the Architect. .=::::= :::::::::::::::.: :.:.:.......::::::::::::::::::. _. - - -The-Factory- Left- Elevation Front Elevation Exercise Building � 5 418 College Main Scale: 1/4" = 1'-0" • Sca le • 1/4" = 1'-O" ( I College Station, Texas 778 0 _... - Legal Description: - LOTS 8, 9, & 10, BLOCK - j LOTS 1-4, BLOCK 22- W. C. BOYETT ESTATE PARTITION VOLUME 100, PAGE 440 COLLEGE STATION, BRAZOS COUNTY, TEXAS Total Site Area: 1.41 Acres 20 Amp. DEDICATED Owner: , CIRCUIT 21 -II Cherry Street, L.P. 52.. la' -O" 2'-O" 52.. 1710 Droxford Houston, TX 77008 (713) 782-7799 Ext. 7 ttn THRU-WALL M UNTE Architect: Hill &Frank, Inc. _ DOW WINA/G NIT 1800 St. James Place, Sui a 205 Houston, TX 77056 f :: (713) 877-1274 I ! I1 22OV 77 Civil Engineer: 2x5 RID&E BEAM Binkley & Barfield, I ic. STANDING SEAM 2X4 COLLAR .fl ' URFA M 2X4 O 1710 Seamist Drive Houston, TX 77008 (713) 869-3433 METAL ROOF LUO GENT IGHT ® ;: - - Q In (XTUR ( Structural Engineer: to !X XO —I 7 _ 1— I SCA Consulting Englineers 2x6 RAFTERS I6O.G. _ O 12511 Emil Court 4 TRELL 1 S Sugar LandTX 77478' (713) 779-7252 z 2X6 JOISTS to I I I I Mechanical, Electrical & Plumbing: - ® 16 o.C. _ J Raymond Engineering, Inc. Lt-- 32938 Tamina Road l 2X6 5TUD5 `9 - j' r Magnolia, TX 77354 (281) 440-7211 ® 16�� O.G. EXERCISE T_ - iT rldl d' r - cV Pr. 506 FIXED Pr. 068 FRENCH OORS FRENCH DOORS LOPE I" p ,., O P O CELL -%-...'... PROVIDE LEVEL :° ---� 5'-10" .7'-O" 5' -IO" 2' i4" LANDING (2% MAX. 4X4 P T SLOPE) AT ENTRY DOOR AUG. 50, 2005 EQUIP W/ LEVER L` TGH ET,' m dot' DEADBOLT AND F USH THRESHOLD AND AEAT OLT5, R5TIRIP 5068 6 -PANEL H.M. DOOR WITH LEVER LOCKSET, PERMIT ISSUE DEADBOLT CLOSER we,. Proiect• 06454 I/4 BASE cV ACCESSIBLE THRESHOLD ,.i EXTEND MEMBRANE Date: AUG. 17, 2P08 AND WEATHERSTRIIP. .<....:' FLASHING 12" UP WALL '71_4" 7'-0" 4'-8" WEEP EVERY 5RD BRICK -1N AA Porch Section 7 Typ. Wall Section Exercise BuildingSection Exercise Buildin Plan g Scale: 5/4" = I' -O" Scale: 5/4" = I' -O" Scale: 1/4" = I' -O" Scale: 1/4" = 1'-0" © Copyright 2005 Hill Frank, Inc. Sheet Of The Drawings, Specifications and other documents prepared by the Architect for this Project are instruments of the Architects service for use solely with respect to this Project, and the Architect shall be deemed the author of these documents and shall retain all common law, statutory and other reserved rights, including the copyright. The Owner shall be permitted to re ain :co, including reproducible copies, of the Architects Drawings, Specifications and other documents for information and reference in connection with the Owner's use and occupancy of the project. The Architect's Drawings, Specifications or other documents shall not be used by the Owner or others on other projects, for additions to this Project or for completion of this Project by others, except by agreement in riting d ith appropriate compensation to the Architect. NOTE: ALL ROOF AND . GROUND -MOUNTED MECHANICAL EQUIPMENT SHALL BE SCREEN FROM VIEW OF 150LATED 50 AS NOT TO BE V 151 BLE FROM ANY PUBLIC RIGHT -OF WAY OR RESIDENTIAL DISTRICT WITHIN 150' OF 5UBJEGT !OT MEASURED FROM A POINT FIVE FEET ABOVE GRADE. SUCH 5GREENING SHALL BE COORDINATED WITH THE BUILDING ARCHITECTURE AND 50ALE TO MAINTAIN A UNIFIED APPEARANCE. - - SUBJECT PROPERTY DOES NOT -- L-IE—WITHIN A DE51&NATED FLOOD PLANE ACCORD I N6 TO THE FEDERAL EMERGENCY MANAGEMENT A&ENGY'5 FLOOD INSURANCE RATE MAP FOR BRAZOS, COUNTY, TEXAS COMMUNITY PANEL NO. 4804100143 G DATED JULY 2 -_ LEGEND: ® STORM DRAIN MANHOLE FIRE HYDRANT SANITARY SEWER MANHOLE ):� LIGHT POLE -o- UTILITY POLE 4- FIRE DEPARTMENT CONNECTION (FDC) = 45' TREE D BENCH ®PAD MOUNT SHT: TRANSFORMER 63E STORY PAD MOUNT S SWITCH GEAR QM WATER METER NINIMUM BUILDING SETBACKS ARE 10' FROM BACK OF CURB. MAXIMUM BUILDIN6 SETBACKS ARE 20' FROM BACK OF CURB. H I L IL I� - I � F R A N K i A R C H I T E C S D A RE R F. c 1 Tauber Street/Y R.O.W. Vanes G F E. 1IWJJ 1 J' is :> 55 8 --~- — IIIIIIIIIIIII F of 7' 9RIGK FENCE s" rr• FF- 947.84 0 50 YARD ROLL S S 20'-5°x8'-4° 10,620 Ibe. / I :+i ILII f 5OLLARDS oBOLLARDS 1�--= AUG. I 20 8 ..n : FF- 546AO 1 DATA ®®..................._............. LOT 11 BU I LiI DALE E. MIZE ZONE NG -3 = 45' ONE STORY =" • WOOD FRAME = 65' NON RATED U M 10036 OF GROUND GOVERA6E OF 6ROUNDGOVER, DECORATIVE PAVING, DECORATIVE ROCK, OR A PERENNIAL GRASS IS REOU I RED ON ADJACENT PROPERTY DISTURBED DURING CONSTRUCTION. APARTMENT BUILDING DATA ®®..................._............. BUILDING HEIGHTS: BU I LiI FOUR STORIES \1 = 45' TO TOP OF PARAPET = 53' TO TOP OF TOAER HIP ROOF = 65' N& SHE` SHT: 63E STORY 11 OF ROOF P,4RIG I NG (5 ARA6E DATA 11 .. TOTALGROSS AREA = 50,505 5F LOTS 8, 9, & 10, BUILDING HEIGHT&: BLOCK 4 & LOTS 1-4, !TWO 4 ONE HALF TIERS BLOCK 22 TO TOP OF TOP TIER = 22' CHERRY STREET, L. P. ZONE NG -3 TO TOP OF PARAPET = 26 TO TOP OF STAIR HIP ROOF = 35' 11� 11 j 11 ........... ExeRcise SUIL.DIN6 POOL AREA ._�... / FFA 94194 M 10036 OF GROUND GOVERA6E OF 6ROUNDGOVER, DECORATIVE PAVING, DECORATIVE ROCK, OR A PERENNIAL GRASS IS REOU I RED ON ADJACENT PROPERTY DISTURBED DURING CONSTRUCTION. APARTMENT BUILDING DATA TOTAL 68055 AREA = 54,766 5F BUILDING HEIGHTS: BU I LiI FOUR STORIES TO TOP OF ROOF = 45' TO TOP OF PARAPET = 53' TO TOP OF TOAER HIP ROOF = 65' LOT 7 TEXAS A&M ASSOCIATION OF BAPTIST STUDENT ZONE NG -3 TWO STORY \ WOOD FRAME BRICK VENEER NON RATED ! .eera+ ..i.• �j eerx eew.x College Main 50' R.O.W. Site Plan Scale: 1"=20' NORTH i E� RG I SE BU I LiI NG TOTAL &RC415 AREA = 2cl15F BUIL N& SHE` SHT: 63E STORY TOT OF ROOF 1114' ASSOCIA BAPTIST ZONE The Drawings, Specifications and other documents prepared by the Architect for this Project are instruments of the Architect's service for use solely with respect to this Project, and the Architect shall be deemed the author of these documents and shall retain all common .law, statutory and other reserved rights, including the copyright. The Owner shall be permitted to ret in Architects Drawings, Specifications and other documents for information and reference in connection with the Owner's use and occupancy of the project. The Architects Drawings, Specifications or other documents shall not be used by the Owner or others on other projects, for additions to this Project or for completion of this Project by others, except by agreement in Iw 'tin el .C: - cu ;> CO CU 0 LL °' a) �--- W The Facto Exercise Building 418 College Main College Station, Texas 7784 Legal Description: LOTS 8, 9, & 10, BLOCK 4 LOTS 1-4, BLOCK 22 W. C. BOYETT ESTATE PP 'RTITION VOLUME 100, PAGE 440 COLLEGE STATION, BRAZOS COUNTY, TEXAS Total Site Area: 1.41 Acres Owner: Cherry Street, L.P. 1710 Droxford Houston, TX 77008 (713) 782-7799 Ext. 7 j Architect: Hill & Frank, Inc. 1800 St. James Place, Suit '!205 Houston, TX 77056 (713) 877-1274 Civil Engineer: Binkley & Barfield; I c. 1710 Seamist Drive Houston, TX 77008 (713)869-3433 Structural Engineer: SCA Consulting Engineers 12511 Emily Court Sugar Land, TX 77478 (713) 779-7252 Mechanical, Electrical & Plumb ng: Raymond Engineering, Inc. 32938 Tamina Road Magnolia, TX 77354 (281)440-7211 AUG. PERMIT IT ISSUE5UE Project: 06434.1 Date: AUG. li, 2005 IHI ® Copyr ght 2008 H1 11 4 Frank, Inc. Sheet f iding reproducible copies, of the appropriate compensation to the Architect. II L L L WING NAME 28262SEll.dwq 9-4-08 3:21PM nasonk I I\L_. "I. L I -I 1ILI- 21'-11" 1 SE2. I I ( ( 5 ' SE2.1 l I 4 SE2.1 L- I CL _J I I co 1- 9'-11 1/2" 3 9'-11 1/2" ROOF. FRAMING PLAN 4" THICK CONCRETE SLAB REINFORCED W/6 X 6 W4.0 X W4.0 WWR OVER COMPACTED FILL. WELDED WIRE REINFORCING SHALL BE CHAIRED TO MAINTAIN THE REINFORCING AT ONE THIRD THE DEPTH BELOW THE TOP SURFACE DURING CONCRETE PLACEMENT. RE: GEOTECHNICAL REPORT. FINISH FLR. ELEVATION = 0'-0" RE: CIVIL FOR ACTUAL ELEV. i' I. I I � I SLP. o a 3 � SE2.1 E SE2.1 19'_11" 2'-0" 3'-0" 24'-11" i► FOUNDATION PLAN I \;J NOTES: 2X6 STUDS 0 16" O.C. STUD GRADE S.P.F. ALL EXPOSED WOOD SHALL BE PRESSURE TREATED � (1 I H2.�A CLIP ® EACH ER ITO TOP PLATE. V TOP PLATE TO W/ (1) SP2 CLIP .C. (MAX.). ' ONN 11ON DETAIL { Check Date NO, ES: IICATE WALL IN 1. SHAD LOAD BEARING WALLS.11 2.) OVER FRA NG, 1F USED, TO BE 2X6 0 16" 0 3.) G.T. — ROOF I 1 RUS GIRDER F. B., �— FLUSH B I M Q.F. L DRAG OR ! E 4.) FASTED ROOF IRAFERS TO SUPPORTS 0 ALL INT. EXT. EARING LOCATIONS ACCORDIN • TO CC, 4NEtTION DETAIL 1Q ON THIS SHE 5.) FASTS STRU URAL HEADERS/BEAMS 0 ROOF TO UD BE -01A ACCORDING TO THE FOLLOWING SCHEDULE: UNO. A.) F HEAD R/ ",JISE BEAM SPAN FROM 4'-0 ro 8'- (1)-SIMPSON CS16 TRAP. TRAPS SHALL ALSO BE INST L ED FOR M I LOOR TO FLOOR AT THIS L CATION W' H (1)—SIMPSON LTT1 9, NCIIO AiT FOUNDATION. SEE DI IL5 AND B.) FO Z HEA R/ BEAM SPAN GREATER THAN 1 '—Q ISE '(2)—SIMPSON CS16 STRAP,. STRAPS SHALL. ALSO BE INSTALLED FROM LOOR 0 FLOOR AT THIS LOCATI N WITH I (1 -SIMPSON LTT19 ANCHI) Z AT FUN 'ATION WITH 3/4"i 7"M EDI ENT HEADED ANCHO Z BOLT ALTERi Ir kTE AN C HO ' AGE: 3/4" 6" EM E EDN ENT EXPANSION ANCHO AT INTERIOR CONDITION, OR SIMPS( N ET EPDXY AT "EDGE CONDITION. SEE �ITAIIIIS AND 6.) CS16' I AILING — 3-10d NAILS IN EACH END NAILS TOTAL) (26 M ,/EA 1 ER -SCHEDULE 1 2- 2 X 8 � 2 I 2 - 2 X 10 i i i 2 - I 2 X 12 1.) CROSS HATCHED AREAS INDICATE TO WARP CONCRETE SO THAT CONC. IS: FLUSH AT ENTRY DOORS. (TYP.) RE: ARCH. FOR SLOPE REQUIREMENTS. 2.) THERE WILL BE NO PLUMBING LINE RUNNING PARALLEL TO AND WITHIN OR UNDER ANY FOUNDATION BEAM. PLUMBING MAY CROSS A FOUNDATION BEAM OR R(JN PARALLEL TO A FOUNDATION BEAM AT 5'-0" (MIN.) FROM CENTERLINE OF -THE BEAM. 3.) ALL BUILDING EXTERIOR & LOAD BEARING WALL SOLE PLATES SHALL BE j ANCHORED TO THE CONCRETE FOUNDATI N WITH 1/2"0 X 10" ANCHOR BOLTS AT 48" O.C. (U.N.O.). FASTENERS FOR PRESERVATIVE—TREATED'' WOOD SHALL BE AS FOLLOWS: 1 A. UNCOATED IF TREATED WITH SBX/D T & ZINC BORATE; B.) GALVANIZED (ASTM A153) IF TREATE WITH ACQ—C, ACQ—D (CARBONATE), CA—B & CB—A; WITH OR WITHOUT AMMONIA. C.) STAINLESS STEEL (TYPE 303,304,30 OR 316) IF WOODS HAVE ACTUAL RETENTION LEVELS GREATER THAN 0.40 PSF FOR ACQ, 0.41 PSF FOR CBA—A 0.21 PSF FOR CA—B (GROU D CONTACT LEVEL). OR ACZA. 4.) SIMPSON MAS ANCHORS 0 24" O.0 MAY BE USED TO REPLACE 1/2"0 ANC OR BOLTS AT THE BUILDING EXTERIOR WALL SOLE PLATES. MAS ANCHORS CAN NOT BE USED AT SHEAR WALLS. Project ! THE FACTOR APART,.,ENT; COLLEGE STATION, TEXAS HILL AND FRANK, INC. j - STRUCTURAL CONSULTANTS ASSOCIATES. INC. 12511 Emily Court i D Sugar band, Texas 7747 713.779.7252 800.422.72 Z Q FAX: 713.779.1173 email: sea®ecahouston.co' WWW.seaengmeers.com CONSULTING Louisville, Kentucky 502.428 6789 ENGINEERS Orlando, Florida 407.893.800 I Copyright © SCA Consulting Engineers 20C,8 This document is copyrighted and is an instrument of service for the specific project for which it was prepared. Reuse, copying or modification f this document whether in hard copy or electronic ! format other than for the specific purpose intende , without written permission from SCA Consulti g ' Engineers is a violation of federal copyright law. I i ISSUE DATES OF �\ i Review Issue �P�� ""'•TFC `'1 xxxxx Ar,�,•.*�/ BidIssue i .....•••.••...... *� I xxxxx j STEPHAN P. VOSS ��,� :........ .... .., Permit Issue 856 09-04-2008 ./C Construction ENG Issue �,lf xxxxx STEPHAN P. VOM Revisions FOUNDATION & ROOF PLM BRACING PLAN EXERCISE BUILbING Drawn KLN Project 2 8 2 " Check Date Sheet SEI-riI F _INFDRCIN E IDLA N ...................... REINFORCING SEE PLAN .......... GRA CUSHION .......... ......................... f.............. ........... VAPOR RETARDER 'GRANULAR CUSHION LO 4—#5 CONT. VAPOR RETARDER #3 STIRRUPS @ t8" O.C. 8" CMU WALL REINFORCED W/ BRICK RE: ARCH. #6 @ 8" O.C. IN FULLY GROUTED CELL AND 16 GA. LADDER TYPE REINF. AT 16" O.C. V_2vp 4—#5 CONT. W/ #3 STIRRUPS @ 12" O.C. II INTERIOR GARAGE BEA SLAB BY OTHERS REINFOK IG EXTERIOR GARAGE BEAM SEE PLAN CL FINISHED FLOOR CD... . . . . . . . . 4—#5 CONT. W/ #3 STIRRUPS @ 12" O.C. ...... ANULAf CL SHION 8" CMU WALL REINFORCED W/ Project BRICK RE: ARCH. #6 @ 8" O.C. IN FULLY GROUTED VAPOR RETARDED CELL AND 16 GA. LADDER TYPE 6—#5X4'—O" DOWELS REINF. AT 16" O.C. 4—#5 CONT. W THE FAuTu o hTft AEN I ti #3 STIRRUPS Co? 48 C INTERIOR GARAGE E COLLEGE STAI 1UN1 I EXAS REINFORCING EIN HILL AND FRANK, INQ SEE PLAN STRUCYUR" CONSULTANTS ASSOCUTES, INC. 6—#5 W/ #3 @ 12" O.C. REINFORCI IG 12511 Emily colut SEE PLA� Sugar Land, Texas 77478 .......... ........... '713.779.7262 800.422.7252 ........... ............. FAX: 713.779.1173 email: sca@scahouston.com iv I...... ...Ir www.scaengineers com cli e, Kentucky 602 GRANULAR CUSHION -F': CONSULTING ioui,,m .426.6789 GRANULAR; CUSHION ENGINEERS Orlando, Florida 407.893.6200 16"0 (0 VAPOR RETARDER ( I C14 Copyright @ SCA Consulting Engineers! 2008 ment This document is copyrighted and is an intu of service for the specific project for which it VAPOR RETARE ER was prepared. Reuse, copying or modification of 4—#5 CONT. W/ this document whether in hard copy or ehictronic #3 STIRRUPS @ 12" O.C. format other than for the specific purpose iptended, 4—#5 CONT. V #3 STIRRUPS, P 48" C without written permission from SCA Copsulting Engineers is a violation of federal copyright low. ISSUE DATES ��� OF GARAGE E EA Review Issue0 8 EXTERIOR GRADE BEAM INTERIOR GA"* I� EXTERIOR GARAGE BEAM XXXXX op ..................... :.t� Bid Issue XXXXX STEPHAN P. VOSS ................... 8561 Permit Issue 09-04-2008 31/2'. Instruction CURB @ 9A ONLY Fsoue REINFORCING XXXXX I - STEPHAN P. OSS SEE PLAN, REINFORCING 5 1/2 Revisions REINF CING SLAB BY OTHERS SEE PLAN SEE FL,N 11 IL 0 ................ .. ...... .......... .......... r ......... ........ .......... ........... ........... —1 1 1 1 11 L GRANULAR CUSHION I 1= �_ ( I GRANULAR CUSHION GRANULAR CUSHION (o C14 = N ) I FOUNDATION CHET ILS VAPOR RETARDER VAPOR RETARDER VAPOR RET/ DE : R 4 —#5 CONT. W1 #3 STIRRUPS @ 48" O.C. 4—#5 CON i T W/ —2" 4—#5 CONT. W/ #3 STIRRUP 4E 0 C. #3 STIRRUPS @ 12" O.C. V-011 1114-04 Drawn KLN Project 28262 -1 Sheet -I11-1 W L IA C4] \Ir \71 3 2 Ar A =4 r I i::: r7i Check h A EXTERIOR GARAG 6EA' INTERIOR GRADE BEAM A Ev/ E M Date b Ez". INTERIOR GARAGE BEAM i -np i 2X8 R DGE! BEAM 2X6 RAFTER @ 16" O.C. I H I 24 HANGER RIDGE DETAIL. 3 i 2X6 RAFTERS @ 16" O.C. 2X6 RAFIERS @ 'D.C. ROOF SHEATHING Project 001- EA RING 2X BLOCKING THE FA U %.My J% NMUW*& A r -4k OT 2X 3LODKING ArAHTMEN COLLEGE STATION, TE � 2X6 CEILING JOIST @ 16" O.C. '� I HILL AND FRANK, INC. FASTEN AS NOTED SEE PLAN & NOTES I 2X6 CEILING JOIST @ 16O.C. 2X4 CEILING JOIST @ 16" O.C. srxucruxnr corlsuLTaxTa Assocurgs, mc. FASTEN AS NOTED SEE PLAN & NOTES H24 HANGER 4-16d NAILS 12511 Emily court BEAM SEE PLAN sugar Land, Texas 77470 H24 HANGER 713.779.7262 600.422,7 52 FAX: 713.779.1173 STUDS @ 16" O.C. 2X email: sca6scahouston.et m www.scaengineers.com CONSULTING Louisville, Kentucky 502.42 ',6709 ENGINEERS Orlando, Florida 407.093.6' 00 BEAM EE PLAN Copyrightc SC O A ConsultingEngineers 9 ineers 2068 This document nt Is copyrighted and Is an instrument ROOF DETAIL ROOT- D of service for the specific project for which lit ETAIL. was prepared. Reuse, copying or modification f this document whether in hard copy or electro is format other than for the specific purpose intended, without writtenermission from SCA CA Consulti g Engineers is a violation of federal copyright ri ht la . ISSUE DATES ,.��"""`� ROOF SHEATHING „-�� OF .T® k�, Review Issue e �P.••••••°•.F-Fq�� 2X4 @ 16" O.C. xxxxx < �: ' • see, 2X6 RAFTERS @ 16" O.0 Bid Issue �•••:.......... •....... :.*.l xxxxx STEPHAN P. VOSS Permit Issue °'. 85617 RO F SHEATHING 09-04-2008 •.� C Construction Issue A / 2X6 @ 16" O.C. xxxxx S PHAN P. VOS� 2X4 @ 16" O.C. SLOPED KNEEWALL _ — 2X BL CKI G Revisions i 2X4 BLOCK 2X6 CEILING JOIST @ 16" O.C. FASTEN AS NOTED SEE PLAN & NOTES ` FASTEN AS NOTED SEE PLAN & NOTES 4-16d NAILS ROOF DETAILS 2X6 STUDS @ 16" O.C. 2 6 STUDS @ 16" O.C. � a Drawn KLN Project 28262 c heck Sheet DRAWING NAME 28262SE22.dwg 9-4-08 3:210{' naso '-< ROOF DETAIL (41 ROOF DETAIL 1 DateS E 0 (40,000 PSI YIELD). REINFORCING SHALL BE FREE FROM OIL, DIRT AND OTHER MATERIALS THAT WOULD REDUCE THE BOND WITH THE CONCRETE. 4. WELDED WIRE REINFORCING (WWR) SHALL CONFORM TO ASTM A-185. WELDED WIRE REINFORCING SHALL BE CHAIRED TO MAINTAIN THE REINFORCING AT ONE-THIRD THE DEPTH BELOW THE TOP SURFACE DURING CONCRETE PLACEMENT. SUPPORTS SHALL BE AT 2'-0" O.C. 5. UNLESS OTHERWISE NOTED, CONCRETE PROTECTION FOR REINFORCING SHALL BE AS SPECIFIED IN THE "A.C.I. BUILDING CODE", (ACI 318 LATEST EDITION). 6. CONCRETE STRENGTH AND PROTECTION FOR REINFORCEMENT OF POURED -IN-PLACE MEMBERS; SEE SECTION 7.7 ACI 318 LATEST EDITION. 18. AN INDEPENDENT CERTIFIED TESTING LABORATORY SHALL i 19. NO CONCRETE SHALL BE PLACED OUTSIDE OF THESE SP PROVIDE REPORTS CERTIFYING THE FOLLOWING: WITHOUT THE OWNER'S GENERAL NOTES: 7000 I I THE CONCRETE MATCHES THE APPROVED DESIGN MIX. SPECIFICATION SHALL 1. THE FOLLOWING SPECIFICATIONS ARE AN OUTLINE OF MINIMUM MATERIAL REQUIREMENTS 14. PROVIDE 7 DAY CURING OF SLAB IMMEDIATELY AFTER FINISHING HING INCONE OF THE FOLLOWING 191S 112 OURS. AND THEIR APPLICATION. MANUFACTURER SPECIFICATION AND LOCAL CODE REQUIREMENTS, METHODS: N C. CONCRETE PLACEMENT OPERATIONS ARE IN ACCORDANC ITH A) I S ECIFICATIONS. D. CONTROL JOINTS ARE INSTALLED WITHIN THE ACI TIME L OWANCE. WHEN IN EXCESS OF MINIMUM SPECIFICATION, SHALL CONTROL. IT IS THE CONTRACTOR'S 28" E. PROPER CURING METHODS ARE BEING UTILIZED. SLAB ON GRADE 1 1/2 TOP .& BOTTOM 4000 0.52 54" 49" 45" 41" RESPONSIBILITY TO REVIEW AND SUBMIT ALL SHOP DRAWINGS AND REPORT ALL DOCUMENT A. CONTINUOUSLY WATERED BURLAP 62" 56" 21. ALL RETAINING WALLS TO BE SHORED UNTIL UPPER SLAI IS IN �wS PLA AND HAS REACHED DISCREPANCIES TO THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OR ERECTION. B. WATERPROOF MEMBRANES 57" 1 53" 70% OF ITS DESIGN STRENGTH OR THE RETAINING WALL REA"HE 79" 100% OF ITS DESIGN 2. AT CONSTRUCTION ISSUE, THESE DRAWINGS REPRESENT STRUCTURAL COMPONENTS IN THEIR C. SPRAYED -ON LIQUID MEMBRANE #11 PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE 1. MINIMUM OF 5 SACKS OF STRENGTH. PROVIDE GRANULAR BACKFILL AND PERFORAI DRAIN PIE CONNECTED TO SITE FINAL AND FINISHED STATE. CONSTRUCTION PROCEDURES, BRACING, METHODS, SAFETY CEMENT PER CUBIC YARD. DRAINAGE, RE: CIVIL PLAN. PRECAUTIONS OR MECHANICAL REQUIREMENTS USED TO ERECT THEM ARE THE SOLE 15. PROTECT THE CONCRETE SURFACE BETWEEN FINISHING C PERATIONS 7. FLYASH MAY BE USED TO REPLACE A PORTION OF THE PORTLAND CEMENT. THE RATIO OF ON HOT, DRY DAYS OR I RESPONSIBILITY OF THE GENERAL CONTRACTOR OR SUBCONTRACTOR DOING THE WORK. ANY OTHER TIME THAT PLASTIC SHRINKAGE CRACKS COUL DEVELOP FLYASH TO THE TOTAL OF THE FLYASH AND CEMENT IN A MIX SHALL NOT EXCEED 20%. FLYASH BY USING WET BURLAP, PLASTIC MEMBRANE OR FOGGING. PROTECT CONCRETE SLB AT ALL TIMES FROM RAIN, HAIL OR OTHER INJURIOUS EFFECTS. 8. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOBSITE. IT SHALL BE THE RESPONSI- 1. PIERS SHALL BEAR ON SOIL SUITABLE FOR SUPPORTING 4000 P.S.F. I: EAD LOAD R 6000 PSF TOTAL LOAD CONCRETE NOTES AND SPECIFICATIONS: 16. UNLESS SPECIFIED, CONCRETE MUST REACH THE FOLLOW11 G PERCENTAGES BILITY OF THE CONTRACTOR TO COORDINATE WITH THE CONCRETE SUPPLIER TO ENSURE A PUMPABLE OF ITS NGINEER REPORI SHALL # BE D60641 28 -DAY COMPRESSIVE STRENGTH (F'c), BEFORE FORMS MY BE f EM LVED. THEE DRAWINGS 1. ALL CONCRETE WORK SHALL CONFORM TO THE "A.C.I. BUILDING CODE", ACI 318 AND ACI 301, RETARDANTS AND OTHER ADDITIVES SHALL BE AT THE OPTION OF THE CONTRACTOR SUBJECT TO .TO MUST BE FOLLOWED. LATEST EDITION. WALLS COLUMNS & BEAM SIDES THE APPROVAL OF THE STRUCTURAL ENGINEER. FOLLOW THE RECOMMENDATIONS OF THE MANU- 40% JOIST PANS & BEAM BOTTOMS IF RESHORED) ( II 70% 2. DETAILING, FABRICATION AND PLACING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH SHORING FOR FLOOR SYSTEMS (IF NOT RESHORED) II - 85% ACI 315--90, ACI DETAILING MANUAL - 1990. 9. CONCRETE SLUMP TESTS SHALL BE MADE BEFORE AND AFTER THE ADDITION OF ADMIXTURES AND 3. FOOTINGS SHALL BE POURED IMMEDIATELY AFTER EXCAVATION. 17. RESHORING WHEN REQUIRED, TO EXTEND AT LEAST TWO OORS�BEL�W BE FLOOR SUPPORTING MAY BE TAKEN AT THE BACK OF THE TRUCK. CONCRETE FOR THE PREPARATION OF TEST CYLINDERS �� 4. ALL REINFORCING STEEL MARKED CONTINUOUS SHALL BE LAPPED PE THE 3. UNLESS OTHERWISE NOTED, ALL REINFORCING BARS #4 AND LARGER SHALL CONFORM TO ASTM FALSEWORK (OR GROUND FLOOR). LAYOUT AND PROCEDURE TO BE TO STRUC- SHALL BE TAKEN FROM THE HOSE END FOR CONCRETE PLACED BY PUMP. "CONTINUOUS" SPLICE SCHEDULE" AT SPLICES AND AROUND CORNERS OR INTERSECITI 90 DEGREE BEND ON CORNER BARS. LAP WELDED MESH ONE' NS1IWIfH MESH A-615 GRADE 60 (60,000 PSI YIELD) AND ALL #2 AND #3 BARS SHALL CONFORM TO GRADE 40 TURAL ENGINEER FOR APPROVAL. FAC`T0"flY 10. ALL REINFORCING STEEL MARKED SHALL BE LAPPED PER THE "REINFORCING .WIRE (40,000 PSI YIELD). REINFORCING SHALL BE FREE FROM OIL, DIRT AND OTHER MATERIALS THAT WOULD REDUCE THE BOND WITH THE CONCRETE. 4. WELDED WIRE REINFORCING (WWR) SHALL CONFORM TO ASTM A-185. WELDED WIRE REINFORCING SHALL BE CHAIRED TO MAINTAIN THE REINFORCING AT ONE-THIRD THE DEPTH BELOW THE TOP SURFACE DURING CONCRETE PLACEMENT. SUPPORTS SHALL BE AT 2'-0" O.C. 5. UNLESS OTHERWISE NOTED, CONCRETE PROTECTION FOR REINFORCING SHALL BE AS SPECIFIED IN THE "A.C.I. BUILDING CODE", (ACI 318 LATEST EDITION). 6. CONCRETE STRENGTH AND PROTECTION FOR REINFORCEMENT OF POURED -IN-PLACE MEMBERS; SEE SECTION 7.7 ACI 318 LATEST EDITION. 18. AN INDEPENDENT CERTIFIED TESTING LABORATORY SHALL V RIFY AND 19. NO CONCRETE SHALL BE PLACED OUTSIDE OF THESE SP PROVIDE REPORTS CERTIFYING THE FOLLOWING: WITHOUT THE OWNER'S 3000 4000 5000 6000 7000 A. CONCRETE PLANT BATCH TICKETS FOR EACH TRUCK VEFIF Y THAT THE CONCRETE MATCHES THE APPROVED DESIGN MIX. SPECIFICATION SHALL #4 1 29" B. CONCRETE SLUMP IS IN ACCORDANCE WITH APPROVED D4SIGN IVIX. BE REPORTED TO 0 A STRUCTURAL E GI 191S 112 OURS. 31" 28" C. CONCRETE PLACEMENT OPERATIONS ARE IN ACCORDANC ITH A) I S ECIFICATIONS. D. CONTROL JOINTS ARE INSTALLED WITHIN THE ACI TIME L OWANCE. i 28" E. PROPER CURING METHODS ARE BEING UTILIZED. SLAB ON GRADE 1 1/2 TOP .& BOTTOM 4000 0.52 54" 49" REINFORCING SPLICE A. STRUCTURAL ELEMENT MINIMUM COVER (INCHES) CONCRETE STRENGTH (PSI) �(jC RA'110 19. NO CONCRETE SHALL BE PLACED OUTSIDE OF THESE SP IFICATIQINS CONCRETE STRENGTH (PSI) WITHOUT THE OWNER'S 3000 4000 5000 6000 7000 #3 AT 28 DAYS PRIOR APPROVAL. 17" _ SPECIFICATION SHALL #4 1 29" 25" FOOTINGS 3" ALL SURFACES 4000 0.52 BE REPORTED TO 0 A STRUCTURAL E GI 191S 112 OURS. 31" 28" 26" GRADE BEAMS 3" BOTTOM, 2" SIDES, 1 1/2" TOP - 4000 0.52 20. C S 0 43" 37" S AT ANY TIME, 31" 28" #7 SLAB ON GRADE 1 1/2 TOP .& BOTTOM 4000 0.52 54" 49" 45" 41" #8 1 72" 62" 56" 21. ALL RETAINING WALLS TO BE SHORED UNTIL UPPER SLAI IS IN �wS PLA AND HAS REACHED 70" 1 63" 57" 1 53" 70% OF ITS DESIGN STRENGTH OR THE RETAINING WALL REA"HE 79" 100% OF ITS DESIGN 64" 60" #11 PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE 1. MINIMUM OF 5 SACKS OF STRENGTH. PROVIDE GRANULAR BACKFILL AND PERFORAI DRAIN PIE CONNECTED TO SITE CEMENT PER CUBIC YARD. DRAINAGE, RE: CIVIL PLAN. 7. FLYASH MAY BE USED TO REPLACE A PORTION OF THE PORTLAND CEMENT. THE RATIO OF I FLYASH TO THE TOTAL OF THE FLYASH AND CEMENT IN A MIX SHALL NOT EXCEED 20%. FLYASH FOUNDATION NOTES: SHALL CONFORM TO ASTM C618, TYPE C OR F. 8. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOBSITE. IT SHALL BE THE RESPONSI- 1. PIERS SHALL BEAR ON SOIL SUITABLE FOR SUPPORTING 4000 P.S.F. I: EAD LOAD R 6000 PSF TOTAL LOAD BILITY OF THE CONTRACTOR TO COORDINATE WITH THE CONCRETE SUPPLIER TO ENSURE A PUMPABLE BEARING. IF QUESTIONABLE SOIL IS ENCOUNTERED, THE STRUCTURAL NOTIFIED IMMEDIATELY. RE: SPENCER J. BUCHANAN ASSOCIATES, INC; NGINEER REPORI SHALL # BE D60641 AND WORKABLE MIX WITHOUT THE ADDITION OF WATER AT THE JOBSITE. THE USE OF PLASTICIZERS, ALL RECOMMENDATIONS THEREIN THAT RELATE THE WORK SHOWN THEE DRAWINGS RETARDANTS AND OTHER ADDITIVES SHALL BE AT THE OPTION OF THE CONTRACTOR SUBJECT TO .TO MUST BE FOLLOWED. THE APPROVAL OF THE STRUCTURAL ENGINEER. FOLLOW THE RECOMMENDATIONS OF THE MANU- FACTURER FOR THE PROPER USE OF ADDITIVES. THE USE OF CALCIUM CHLORIDE OR OTHER 2. EXCAVATION FOR FOOTINGS SHALL BE NEAT. CHLORIDE BEARING SALTS SHALL NOT BE PERMITTED. 9. CONCRETE SLUMP TESTS SHALL BE MADE BEFORE AND AFTER THE ADDITION OF ADMIXTURES AND 3. FOOTINGS SHALL BE POURED IMMEDIATELY AFTER EXCAVATION. MAY BE TAKEN AT THE BACK OF THE TRUCK. CONCRETE FOR THE PREPARATION OF TEST CYLINDERS �� 4. ALL REINFORCING STEEL MARKED CONTINUOUS SHALL BE LAPPED PE THE REINFORCING Project SHALL BE TAKEN FROM THE HOSE END FOR CONCRETE PLACED BY PUMP. "CONTINUOUS" SPLICE SCHEDULE" AT SPLICES AND AROUND CORNERS OR INTERSECITI 90 DEGREE BEND ON CORNER BARS. LAP WELDED MESH ONE' NS1IWIfH MESH I' STANDARD AT SIDETHE FAC`T0"flY 10. ALL REINFORCING STEEL MARKED SHALL BE LAPPED PER THE "REINFORCING .WIRE ULLII SPLICE SCHEDULE AT SPLICES AND AROUND CORNERS OR INTERSECTIONS WITH A STANDARD AND END LAPS. 90 DEGREE BEND ON CORNER BARS. LAP TOP BARS AT CENTER OF SPAN; LAP BOTTOM 5. LAP TOP BARS AT CENTER OF SPAN; LAP BOTTOM BARS AT SUPPOR ;,AP"I'ARTME" 0""" BARS AT SUPPORTS. LAP WELDED WIRE MESH ONE FULL MESH AT SIDE AND END LAPS. i' 6. THERE SHALL BE NO PLUMBING LINES RUNNING -PARALLEL TO, WITHIN R UN ER ANY FOUNDATION BEAM. REINFORCING SPLICE SCHEDULE REINF. SIZE CONCRETE STRENGTH (PSI) 3000 4000 5000 6000 7000 #3 22" 19" 17" 16" 14" #4 1 29" 25" 23" 21" 191S #5 36" 31" 28" 26" 24" #6 43" 37" 34" 31" 28" #7 63" 54" 49" 45" 41" #8 1 72" 62" 56" 51" 47" #9 81" 70" 1 63" 57" 1 53" #10 91" 79" 71" 64" 60" #11 101" 87" 78" 71" 66" 7. PLACE A 10 MIL VAPOR RETARDER OF POLYETHYLENE UNDER ALL CON DRETESLAAES. COLLEGE STATKON, TEXAS HILL AND TANK, INC; i STRUCTURAL CONSULTANTS ASSOCIATES. INC. !, 12511 Emily Cou t Sugar Land, Texas 77478 _ 713.779.7252 800.42 .7252 ® FAX: 713.779.117 email: sea6seahousto i.com p www.seaengineers.c m CONSULTING Louisville, Kentucky 502426.6789 o ; ENGINEERS Orlando, Florida 407.8 3.6200 f - z CLCK ~EL CL� In Co t c I 0 0o o Q o v � 5'-0" .MIN. BUILDING LINE pyrigh O SCA Consulting Engineers 008 p z �x : J o W ALL AROUND BUILDIN This document is copyrighted and is an instr 'ment ^Q 31 _ > PERIMETER IN of service for the specific project for which it 11. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR ANY OTHER 0 vi cn o ACCORDANCE W/ SLAB CONSTRUCTI N z cn was prepared. Reuse, copying or modification of ADDITIONAL SLEEVES, ANCHORS, VENT OPENINGS, ETC., NOT SHOWN ON STRUCTURAL PLANS THAT o z z = a o GEOTECHNICAL REPOR SEE PLAN FINISH FLOOR MIGHT BE REQUIRED. . r.Z Q o z RECOMMENDATIONS. RE: ARCH this document whether in hard copy or electronic 00 0- O Q format other than for the specific purpose intended, 12. PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY FLOATING without written permission from SCA Cons' (ting AND TROWELING OPERATIONS UNTIL CONCRETE HAS LOST SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON THE SLAB SURFACE. FINISHING OF SLAB SURFACES 1 MIN. 1�_ 4 Engineers is a violation of federal copyrigh law. SHALL COMPLY WITH THE RECOMMENDATIONS OF AC1 302.1 AND 304. FINISH SURFACE 13. UNLESS NOTED OTHERWISE ON PLAN, CONTROL JOINTS TO BE LOCATED AT APPROXIMATELY 400 OF LANDSCAPING SQ. FT. GRIDS. ACTUAL LOCATION TO BE DETERMINED BY OWNER OR CONTRACTOR. CONTROL ISSUE DATES „�`+OF�`�'�n JOINT TO BE ZIP STRIP OR EQUAL. 1'-0" CLAY CAP BELOW Review Issue �P.• 1/8" - 1/4)) LANDSCAPING WHERE I xxxxxLL GEOTECHNICAL REPORT Bid Issue i '' IDENTIFIES MOISTURE / xxxxx 0 STEPHAN P. Voss 0. SENSITIVE SOIL..........................r Permit Issue It °°•. 85 i 09-04-2008 0 .� ws LINE EXCAVATION. Construction e L SELECT FILL AS REQUIRED IN ACCORDANCE Issue THE S BG ADE SHALL BE PREPARED IN xxxxx i/off W/ GEOTECHNICAL REPORT I STEPHAN P. VOSS V) ACCORDANCE W GEOTECHNICAL REPORT RECOMENDATIONS / M w RECOMMENDATIONS. THE TESTING Revisions Z (LONGITUDINAL OR TRANSVERSE) LABOIIS ORY( SHALL TEST AND APPROVE Y * INITIAL ROUGH GRADING SHALL BE THE T�JRE CONTENT AND DENSITY OF _ COMPLETED W/ NATURAL CLAY THE SUBGRADE PRIOR TO PLACEMENT �- APPROXIMATELY 400 SQ. FT. GRIDS. ACTUAL MATERIALS (NO SAND ALLOWED) PRIOR OF ANY FI L MATERIAL. LOCATION TO BE SUBMITTED BY CONTRACTOR TO FORM SETTING. IT SHALL SLOPE TYP. CONTROL JOINT DETAIL (SLAB ON GRADE) IN 10' N "/FT. 0' FOR THE FIRST 5' 8c 6" MIN. TO INSURE POSITIVE DRAINAGE AWAY FROM THE SLAB. NOTE TO OWNER: DRAINAGE OF THE SITE MUST BE MAINTAINED N I O CONT RA TOR - THROUGHOUT THE LIFE OF THE STRUCTURE. PROREMIO E ANY (WATER FROMTND HECONCRETE SPECIFICATIONS THE SOIL AT THIS SITE (SEE GEOTECHNICAL I, REPORT) MAY BE HIGHLY SENSITIVE TO SITE 00% 11 THE TIME. CHANGE IN THE SOIL MOISTURE CONTENT STAN ING WATER IN THE AND WILL DAMAGE THE STRUCTURE IF THE EXCA\ AITION AT ANYTIME DAY MOISTURE CONTENT DECREASES OR OR N HT IS UNACCEPTABLE. INCREASES. 1-1-0 Drawn KLN Project28 62 SITE PREPARATIONS TIC Check Sheet Date I( DRAWING NAME 28282SE31.dwg E 31.1.1 GENERAL NOTES: 1. THE FOLLOWING SPECIFICATIONS ARE AN OUTLINE OF MINIMUM MATERIAL REQUIREMENTS AND THEIR APPLICATION. MANUFACTURER SPECIFICATION AND LOCAL CODE REQUIREMENTS, WHEN IN EXCESS OF MINIMUM SPECIFICATION, SHALL CONTROL. IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW AND SUBMIT ALL SHOP DRAWINGS AND REPORT ALL DOCUMENT DISCREPANCIES TO THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OR ERECTION. 2. AT CONSTRUCTION ISSUE, THESE DRAWINGS REPRESENT STRUCTURAL COMPONENTS IN THEIR FINAL AND FINISHED STATE. CONSTRUCTION PROCEDURES, BRACING, METHODS, SAFETY PRECAUTIONS OR MECHANICAL REQUIREMENTS USED TO ERECT THEM ARE THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR OR SUBCONTRACTOR .DOING THE WORK. DESIGN CRITERIA CODE ................................................. IBC '2003 WIND SPEED ..................................... 90 MPH EXP. B SEISMIC ............................................... SEE TABLE BELOW DESIGN LOADS LIVE LOAD DEAD LOAD ROOF 20 20 EARTHQUAKE DESIGN DATA TABLE THE SHORT PERIOD (0.2 SEC) SPECTRAL RESPONSE ACCELERATION (Ss): .......... o.............•• 0.106 THE ONE SECOND SPECTRAL RESPONSE ACCELERATION (Si): •............................................. • 0.046 SEISMICUSE GROUP: .......................................................................................................................... I SITECLASSIFICATION.................................................................................................. D SITE COEFFICIENT AS FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATIONS Ss: •.............••• ••.......••••••.............•• Fa 1.6 SITE COEFFICIENT AS FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATIONS S1 :•..................••••.•••.••••••.•••........•• • Fv 2.4 ADJUSTED MAXIMUM EARTHQUAKE SPECTRAL RESPONSE ACCELERATION PARAMETERS: .......................................................................................... SMS 0.170 SMi 0.110 DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS: ....................................... SDS 0.113 S D1 0.074 SEISMIC DESIGN CATEGORY (SHORT PERIOD RESPONSE ACCELERATIONS): • ........................ • A SEISMIC DESIGN CATEGORY (ONE SECOND PERIOD RESPONSE ACCELERATIONS): ................ B BASIC SEISMIC -FORCE RESISTING SYSTEM: ..............................•••• LIGHT FRAMED WALLS WITH STRUCTURAL SHEAR PANELS DESIGN COEFFICIENT FOR BASIC SEISMIC -FORCE RESISTING SYSTEM (R): • .....I............••••.• • 2 SYSTEM OVER -STRENGTH FACTOR(�):........................................................................................ 2 1/2 DEFLECTION AMPLIFICATION FACTOR (Ccl):................................................................................... 4 ANALYSIS PROCEDURE (ELFP OR MAP): ........................................................................................ ELFP WOOD FRAMING SPECIFICATIONS: 1. WOOD FRAMING SIZES, VERTICAL FRAMING, HORIZONTAL FRAMING, FIRESTOPS, ANCHORAGE, FURRING AND CONNECTORS NOT SHOWN ON DOCUMENTS SHALL BE PER LOCAL BUILDING CODE MINIMUM REQUIREMENTS. 2. A) WOOD STRUCTURAL PANEL ROOF SHEATHING SHALL BE 15/32" THICK STANDARD C.D. EXPOSURE 1, PANEL INDEX 40/20 CONFORMING TO U.S. PS-1 AND STAMPED WITH APA GRADE -TRADEMARK. B) WOOD STRUCTURAL PANELS SHALL BE NAILED TO SUPPORTS WITH 8d COMMON NAILS, FOR THICKNESS OF 15/32 INCH AND WITH 10d COMMON NAILS FOR 19/32 INCH, 23/32 INCH, AND 7/8 INCH THICKNESS. C) NAILING SHALL BE AS SHOWN ON WOOD . STRUCTURAL PANEL ROOF SHEATHING NAILING SCHEDULE PLAN (SHOWN . ON THIS SHEET). 3. A) WOOD STRUCTURAL PANEL FLOOR SHEATHING SHALL BE 23/32" THICK T & G EXPOSURE 1, PANEL INDEX 48/24 CONFORMING TO U.S. PS-1 AND STAMPED WITH APA GRADE -TRADEMARK. B) WOOD STRUCTURAL PANELS SHALL BE NAILED TO SUPPORTS WITH 8d COMMON NAILS, FOR THICKNESS OF 15/32 INCH AND WITH 10d COMMON NAILS FOR 19/32 INCH, 23/32 INCH, AND 1 1 /8 INCH THICKNESS. . C) NAIL SPACING SHALL BE SIX INCHES ON CENTER AT PANEL EDGES AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. 4. ALL STRUCTURAL LUMBER SHALL BE SPRUCE PINE FIR OF THE FOLLOWING MINIMUM GRADES AND ALLOWABLE STRESSES OR EQUIVALENT AS PER NATIONAL FOREST PRODUCTS ASSOCIATION. MOISTURE CONTENT TO BE 19% MAXIMUM. STUDS SEE STUD SCHEDULE JOISTS STRUCT. GRADE NO. 2 BEAM 2"-4" THICK STRUCT. GRADE NO. 2 POSTS STRUCT. GRADE NO. 2 - ALL PLATE STOCK SHALL BE DFL OR SYP NO. 3 OR BETTER. - ALL FLOOR JOIST BRIDGING TO BE PER LOCAL CODES OR AS SHOWN. - ALL GLUE LAMINATED MEMBERS SHALL BE DOUGLAS FIR, COMBINATION 24F-V4 FOR SIMPLY SUPPORTED BEAMS AND COMBINATION 24F-V8 FOR CANTILEVERED AND CONTINUOUS BEAMS; OR SOUTHERN PINE, COMBINATION 24F-V3 FOR SIMPLY SUPPORTED BEAMS AND 24F-V5 FOR CANTILEVERED AND CONTINUOUS BEAMS. UNLESS NOTED OTHERWISE ALL GLULAM BEAMS SHALL BE PROVIDED WITH STANDARD CAMBER. - PSL MEMBERS SHALL BE MIN. Fb = 2900 PSI. & MIN. Fv = 285 PSI. & MIN. E= 2,000,000 PSI. - LVL BEAMS THAT HAVE EQUAL OR GREATER SIZE THAN PSL BEAMS SPECIFIED, AND MEET PSL REQUIREMENTS MAY BE SUBSTITUTED FOR PSL BEAMS 5. ALL LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED TESTING AGENCY. 6. ALL WOOD IN CONTACT WITH CONCRETE OR EXPOSED TO WEATHER SHALL BE PRESERVATIVE -TREATED WOOD. ALL FASTENERS INCLUDING ANCHOR BOLTS, POWDER ACTUATED FASTENERS, NAILS, CLIPS, AND HANGERS ATTACHED TO PRESERVATIVE -TREATED WOOD SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS AND THE APPLICABLE BUILDING CODE. DRA`YING NAME 28262SE32.:Iwq 9-4-08 3:20PM nasonk WOOD f CORROSION -RESISTANT SIDING OR CASING NAILS. 1.1 SCOPE: FASTENING SCHEDULE A. TRUSS DOCUMENTS TO INCLUDE a, m 9FASTENERS SPACED 3 INCHES ON CENTER AT EXTERIOR EDGES AND 6 INCHES ON 1) SEALED LAYOUTS, SEALED PROFILES & CALCULATIONS & CONNECTIONTENING LOCATION CENTER AT INTERMEDIATE SUPPORTS. TRUSS BLOCKING REQUIREMENTS. 2 INCH In CORROSION -RESISTANT ROOFING NAILS WITH 7 16 INCH DIAMETER HEAD AND 1 1 1 JOIST TO SILL OR GIRDER 3- 8d COMMON TOENAIL / / B. PROCEDURES FOR 3- 3" X 0.131" NAIL LENGTH FOR 1/2 INCH SHEATHING AND 1 3/4 INCH LENGTH FOR 25/32 INCH SHEATHING. 1) INSTALLING,. SECURING, BRACING, ETC., OF ALL TRUSSES. 1.2 SHOP DRAWINGS: 2 BRIDGING TO JOIST 2- 8d COMMON TOENAIL EACH END � CORROSION -RESISTANT STAPLES WITH NOMINAL 7/16 INCH CROWN AND 1 1 /8 INCH 2- 3" X 0.131" NAIL LENGTH FOR 1/2 INCH SHEATHING AND 1 1/2 INCH LENGTH FOR 25/32 INCH SHEATHING. A. INCLUDE THE FOLLOWING ON SUBMITTED SHOP DRAWINGS 3 1 "X 6" SUBFPANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION LOOR OR LESS TO EACH JOIST 2- 8d COMMON FACE NAIL OF THE PANEL, UNLESS OTHERWISE MARKED). 1) STAMP AND SIGNATURE OF ENGINEER RESPONSIBLE FOR PREPARATION 4 WIDER THAN 1"X 6" SUBFLOOR TO EACH JOIST 3- 8d COMMON FACE NAIL CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT OF ALL TRUSS DESIGN AND LAYOUT DRAWINGS: CERTIFYING THAT THE INTERMEDIATE SUPPORTS. DESIGN & LAYOUT IS IN ACCORDANCE WITH THE STRUCTURAL 5 2" SUBFLOOR TO JOIST OR GIRDER 2- 16d COMMON BLIND AND FACE NAIL PARAMETERS & DRAWINGS. k PANEL SUPPORTS AT 24 INCHES. CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL 2) ALLOWABLE LOADS IN LBS/EFFECTIVE NAIL OR LBS/SQ. IN FOR LUMBER 6 SOLE PLATE TO JOIST OR BLOCKING 16d AT 16" O.C. TYPICAL FACE NAIL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. AND PLATES USED AS ALLOWED BY ICBO AND CURRENT ICBO REPORT 3" X 0.131" NAIL ® 8" O.C. NUMBER AND BY SOUTHERN BUILDING CODE CONGRESS INTERNATIONAL. SOLE PLATE TO JOIST OR BLOCKING AT 3- 16d PER 16" BRACED WALL PANELS I FOR ROOF SHEATHING APPLICATIONS, 8d NAILS ARE THE MINIMUM REQUIRED FOR WOOD 3 STRESS REDUCTION FACTORS USED FOR PLATES. BRACED WALL PANELS 3" X 0.131" NAIL PER 16" STRUCTURAL PANELS. 4 TOP AND BOTTOM CHORD DESIGN LOADS IN PLF. 7 TOP PLATE TO STUD 2- 16N 5 SIZE, GAUGE, AND EXACT LOCATION BY DIMENSION OF PLATES. 3- 3" X 0.131d COMMOEND NAIL " NAIL m STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16 INCH. 6 LUMBER SPECIES AND GRADES USED. 7 NAME AND TRADEMARK OF PLATE MANUFACTURER AND TRUSS FABRICATOR 8 STUD TO SOLE PLATE 4-8d COMMON TOENAIL n FOR ROOF SHEATHING APPLICATIONS, FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, AND PROJECT NAME AND LOCATION. 4- 3" X 0.131" NAIL 8 INCHES AT INTERMEDIATE SUPPORTS. 8) CONCENTRATED LOAD REQUIREMENTS HAVE BEEN DESIGNED FOR AND 2- 16d COMMON END NAIL o SHOWN ON DOCUMENTS. 3- 3" X 0.131" NAIL FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORT 9) TRUSS TO TRUSS CONNECTION HARDWARE REQUIREMENTS. FOR SUBFLOOR AND WALL SHEATHING AND 3 INCHES ON CENTER AT EDGES, 6 INCHES 9 MULTIPLE STUDS 16d AT 24" O.C. FACE NAIL EA. MEMBER AT INTERMEDIATE SUPPORTS FOR ROOF SHEATHING. B. ALL TRUSS SHOP DRAWINGS MUST BE REVIEWED AND WRITTEN APPROVAL 3" X 0.131" NAIL ® 8" O.C. PROVIDED. BY GENERAL CONTRACTORPRIOR TO SUBMITTAL OF SHOP DRAWINGS pFASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE. . TO STRUCTURAL ENGINEER, 10 DOUBLE TOP PLATES 16d AT 16" O.C. TYPICAL FACE NAIL C. SHOP DRAWINGS & LAYOUTS CAN NOT BE REVIEWED BY SCA WITHOUT SEAL AND 3" X 0.131" NAIL 0 12" O.C. SIGNATURE OF TRUSS COMPANY ENGINEER ON AL TRUSS ENGINEERING SHEETS. DOUBLE TOP PLATES 8- 16d COMMON, LAP SPLICE 12- 3 X 0.131 NAIL D. ALL TRUSSES MUST BE DESIGNED FOR UPLIFT LOADS. UPLIFT VALUES 0 EACH 11 BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE 3- 8d COMMON TOENAIL TRUSS BEARING POINT MUST BE SHOWN ON TRUSS ENGINEERING SHEET. 3- 3" X 0,131" NAIL 2.1 METAL GUSSET PLATES: 12 RIM JOIST TO TOP PLATE 8d AT 6" O.C. TOENAIL A. PLATE DESIGN AND MANUFACTURE SHALL BE AS APPROVED BY "THE RESEARCH 3" X 0.131" NAIL 0 6" O.C. COMMITTEE FOR THE ICBO". PLATES SHALL BE GALVANIZED OR OTHERWISE PROTECTED FROM CORROSION. 13 TOP PLATE, LAPS AND INTERSECTIONS 2- 16d COMMON FACE NAIL 3- 3" X 0.131 NAIL B. MANUFACTURER'S NAME OR TRADEMARK SHALL BE VISIBLE ON PLATES. 14 CONTINUOUS HEADER, TWO PIECES 16d COMMON 16" O.C. ALONG EDGE 3.1 GENERAL: 15 CEILING JOISTS TO PLATE 3- 8d COMMON TOENAIL A. FABRICATION OF TRUSSES SHALL BE AS APPROVED BY ICBO EXCEPT THAT THIS 5- 3" X 0.131" NAIL SPECIFICATION SHALL GOVERN WHEN IT EXCEEDS ICBO REQUIREMENTS. 16 CONTINUOUS HEADER TO STUD 4- 8d COMMON TOENAIL B. FABRICATE TRUSSES FROM APPROVED SHOP DRAWINGS. 17 CEILING JOISTS, LAPS OVER PARTITIONS 3- 16d COMMON FACE NAIL C. FABRICATED TRUSSES IN JIGS WITH MEMBERS ACCURATELY CUT TO PROVIDE 4- 3" X 0.131" NAIL FULL CONTACT AT JOINTS. 18 CEILING JOISTS TO PARALLEL RAFTERS 3- 16d COMMON FACE NAIL D. EACH CHORD SECTION SHALL EXTEND THROUGH TWO PANEL POINTS BEFORE 4- 3" X 0.131" NAIL BEING SPLICED. 19 RAFTER TO PLATE 3- 8d COMMON TOENAIL E. TRUSS FABRICATOR SHALL HAVE HIS PLANT INSPECTED FOUR TIMES PER YEAR 3- 3" X 0.131" NAIL BY AN INDEPENDENT TESTING LABORATORY IN ACCORDANCE WITH TPI REGULATIONS AND COPIES OF INSPECTIONS MADE AVAILABLE TO OWNER UPON 20 1" DIAGONAL BRACE TO EACH STUD AND PLATE 2- 8d COMMON COMMON FACE NAIL REQUEST.0.131" 2- 3" X NAIL F. TRUSS FABRICATOR SHALL SPECIFY HARDWARE REQUIRED AT TRUSS TO TRUSS 21 1 "X 8" SHEATHING TO EACH BEARING 2- 8d COMMON FACE NAIL CONNECTIONS. 22 WIDER THAN 1 "X 8" SHEATHING TO EACH BEARING 3- 8d COMMON FACE NAIL G. ALL COMPONENT WEB MEMBERS REQUIRING LATERAL BRACING SHALL HAVE 23 BUILT-UP CORNER STUDS 16d AT 24" O.C. 2X T-BRACES UNLESS THE COMPONENT ENGINEER PROVIDES OTHER 3" X 0.131" NAIL 0 16" O.C. BRACING DESIGN & DETAILS. 24 BUILT= UP GIRDER AND BEAMS 20d AT 32" O.C. FACE NAIL @ TOP AND H. MOISTURE CONTENT OF ALL LUMBER SHALL NOT EXCEED 19%. 3" X 0.131" NAIL 0 24" O.C. BOTTOM STAGGERED ON OPPOSITE SIDES 1. ALL CHORD MATERIAL LUMBER SHALL HAVE A MINIMUM SPECIFIC GRAVITY 2- 20d COMMON FACE NAIL ® ENDS "G" _ .50. 3- 3" X 0.131" NAIL AND AT EACH SPLICE J. BEARING AREA OF COMPONENT CANNOT BE LARGER THAN THE FRAMING 25 2" PLANKS 16d AT EACH BEARING MEMBER USED FOR BEARING. 26 COLLAR TIE TO RAFTER 3- 1Od COMMON FACE NAIL 4- 3" X 0.131" NAIL K. TOP CHORD SHALL BE CONTINUOUSLY BRACED WITH PROPERLY ATTACHED SHEATHING OR BRACING AT 2'-0" O.C. (MAX.)., BOTTOM CHORD SHALL BE. 27 JACK RAFTER TO HIP 3- 10d COMMON TOENAIL CONTINUOUSLY BRACED WITH PROPERLY ATTACHED CEILING GYPSUM SHEATHING 4- 3" X 0.131" NAIL OR BRACING AT 10'-0" O.C. (MAX.), UNLESS NOTED OTHERWISE BY TRUSS MANUFACTURER. BRACING SHALL BE 2X MEMBER AND SHALL BE ATTACHED 2- 3- 16d COMMON 3" X 0.131" NAIL FACE NAIL TO EACH TRUSS WITH 2-10d NAILS. 28 ROOF RAFTER TO 2- BY RIDGE BEAM 2- 16d COMMON TOENAIL L. TRUSSES OVER SHEAR WALLS OR DRAG TRUSSES SHALL BE DESIGNED 3- 3" X 0.131" NAIL FOR DRAG FORCES INDICATED ON STRUCTURAL PLANS AND DETAILS. 2- 16d COMMON FACE NAIL ROOF FASTENING ZONES(C) WOOD STRUCTURAL PANEL ROOF SHEATHING NAILING SCHEDULE 0 0 FASTENING SCHEDULE (inches. on center) THICKNESS NAILS PANEL LOCATION 1 /2" OR LESS 8d COMMON PANEL EDGE (a) 6 6 6(b) PANEL FIELD 12 12 6(b) 19/32" OR GREATER 10d COMMON PANEL EDGE (a) 6 6 6(b) PANEL FIELD 12 12 6(b) (a) EDGE SPACING ALSO APPLIES OVER ROOF FRAMING AT GABLE END WALLS. (b) USE RING -SHANK NAILS IN THIS ZONE IF MEAN ROOF HEIGHT IS GREATER THAN 25. (c) THE ROOF FASTENING ZONES ARE SHOWN BELOW. ROOF FASTENING ZONES FLAT ROOF -- Ir") 3- 3" X 0.131" NAIL 29 JOIST TO BAND JOIST 3- 16d COMMON FACE NAIL 5- 3" X 0.131" NAIL 30 LEDGER STRIP 3- 16d COMMON FACE NAIL 4-3"X0.131"NAIL 31 WOOD STRUCTURAL PANELS AND PARTICLEBOARD:b SUBFLOOR, ROOF, & WALL SHEATHING (TO FRAMING): 1/2" AND LESS 19/32" TO 3/4 7/8" TO 1" 1 1 /8" TO 1 1 /4" SINGLE FLOOR (COMBINATION SUBFLOOR- UNDERLAYMENT (TO FRAMING): 3/4" AND LESS 7/8" TO 1 " 1 1/8" TO 1 1/4" 32 PANEL SIDING (TO FRAMING): /2' OR LESS 5/831 33 FIBERBOARD SHEATHING: g 1/2' 25/32" GENERAL WOOD FRAMING NOTES 1. FRAMED OPENINGS: FOR OPENINGS LESS THAN 4'-0" WIDE, USE 1- TRIMMER AND 1- KING POST EACH END. FOR OPENINGS 4'-0" OR WIDER, USE 2- TRIMMER AND 1- KING POST EACH END. U.N.O. 2. PROVIDE A CONTINUOUS TIE ACROSS BUILDING WITH STRONGBACKS ON ALL JOIST SPANS OVER 7'-6" AND TWO STRONGBACKS ON ALL JOIST SPANS OVER 15'-0" PERPENDICULAR TO JOISTS AND NAILED TO EACH JOIST. 3. BRIDGING: MAXIMUM AT 8'-0" FOR SPANS OVER 10'-0", METAL CROSS, WOOD CROSS OR 2" SOLID WOOD. 4. PROVIDE COLLAR TIES OF 1 X6 BOARDS AT UPPER 1 /3 DOWN FROM RIDGE BEAMS SPACED 48" O.C. MAXIMUM. (FOR CONVENTIONAL FRAMING) 5. PROVIDE PURLINS OF THE SAME NOMINAL DIMENSIONS AS RAFTERS UNDER ALL RAFTER (HORIZONTAL) SPANS OVER (7'-6" FOR 2X6, 10'-0" FOR 2X8, 12'-8" FOR 2X10, 15'-6" FOR 2X12) AND BRACE TO PARTITIONS AT 48" O.C. MAXIMUM. (FOR CONVENTIONAL FRAMING). 6. PROVIDE DOUBLED JOISTS UNDER PARTITIONS (ABOVE) WHICH ARE PARALLEL WITH JOIST SPAN: SPACE AND BLOCK IF PARTITION ABOVE IS A PLUMBING WALL. 7. PROVIDE SOLID BLOCKING AT 12" O.C. BETWEEN JOISTS UNDER PARTITIONS (ABOVE) WHICH ARE PARALLEL TO THE JOISTS BUT NOT DIRECTLY OVER THE JOISTS. BLOCKING SHALL BE NOT LESS THAN 2" IN THICKNESS AND SHALL MATCH THE DEPTH OF THE JOISTS. TRUSSES MAY USE TRUSS BLOCKS. 8. THE NUMBER OF WALL STUDS AT BEARING POINTS OF 2X MEMBER BEAMS SHALL EXCEED THE NUMBER OF MEMBERS IN THE BEAM BY ONE. ALL MANUFACTURED WOOD BEAMS SHALL HAVE 3 STUDS MINIMUM AT EACH BEARING POINT (UNLESS NOTED OTHERWISE ON PLAN). GIRDER TRUSSES SHALL HAVE 3 STUDS MINIMUM; OR 1 STUD MORE THAN THE NUMBER OF PLYS AT EACH BEARING POINT (UNLESS NOTED OTHERWISE ON PLAN). THE CENTERLINE OF THE BEAM AND GIRDER TRUSS SHALL BE THE CENTERLINE OF THE SUPPORTING WALL STUDS OR POST. THE SUPPORTING WALL STUDS OR POST SHALL CONTINUE TO THE FOUNDATION WITH INTERMEDIATE SUPPORTS THROUGH FLOOR (BETWEEN UPPER WALL BOTTOM PLATE AND LOWER WALL TOP PLATE). 9. ALL FLUSH BEAMS AND JOISTS TO BE SUPPORTED BY APPROVED HANGER. 10. ALL 2X4 (MIN.) CHIMNEY CONSTRUCTION TO BE SHEATHED WITH 1/2" EXTERIOR WOOD STRUCTURAL PANEL. 11. ROOF AND FLOOR FRAMING LAYOUTS ARE PROVIDED TO ILLUSTRATE CONDITIONS OF CONSTRUCTION AND DO NOT NECESSARILY INDICATE SPECIFIC QUANTITIES OF MATERIALS OR COMPONENTS REQUIRED FOR CONSTRUCTION. 12. EXTERIOR WALLS AT VAULTED CEILINGS SHALL BE BALLOON FRAMED. 13. CONSTRUCTION BRACING SHALL BE PROVIDED BY THE CONTRACTOR TO MAINTAIN THE BUILDING PLUMB AND TRUE. THIS BRACING SHALL REMAIN UNTIL THE SPECIFIED SHEARWALLS ARE TOTALLY INSTALLED. 14. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY DETAILED. NOTCHING AND BORING OF STUDS AND TOP PLATES SHALL CONFORM TO THE PROVISIONS OF SECTION 2308.9.10 AND 2308.9.11 OF THE IBC. WHERE TOP PLATES OR SOLE PLATES ARE CUT FOR PIPES, A METAL TIE WITH MINIMUM 0.058 INCHES THICK AND 1 1/2 INCHES WIDE SHALL BE FASTENED TO EACH PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS THAN (6) 16d NAILS, IN ACCORDANCE SECTION 2308.9.8 OF THE IBC. 6d C'I n STEEL LINTEL SCHEDULE FOR MASONRY OPENINGS 2 3y8" X 0.113" NAIL 8d OR 6d a MAXIMUM SPAN SIZE 2 3/8" X 0.113" NAILh 3'-0" < 3 1/2 X 3 1/2 X 1 /4 8c 10d d OR 8d e 4'-0" < 5 X 3 1/2 X 1 /4 (LLV) e 5'-0" < 5 X 3 1/2 X 5/16 (LLV) 8d ed e 8'-O" < 5 X 3 1/2 X 3/8 (LLV) 10d OR 8d 9'-0" < 6 X 4 X 3/8 (LLV) 6d f 8d f PROVIDE ROLLED STEEL ANGLE LINTELS @ ALL ARCHES. ALL LINTELS TO EXTEND 8" (MIN.) ONTO MASONRY. No. 11 ga. ROOFING NAILh 6d COMMON NAIL No. 16 ga. STAPLE i h No. 11 ga. ROOFING NAIL Sd COMMON NAIL No. 16 ga. STAPLE COLLEGE HILL AND FRANK, INC. Copyright © SCA Consulting Engineers 2008 This document is copyrighted and is an instrument of service for the specific project for which it was prepared. Reuse, copying or modification of this document whether in hard copy or electronic format other than for the specific purpose intended, without written permission from SCA Consulting Engineers is a violation of federal copyright law. ISSUE DATES OF r;,-Iy4� Review Issue ®�P��''"• • xxxxx ,` :� ;s'1e s : ......................:.i.`�,I BidIssue s xxxxx STEPHAN P. VOSS A 4....... ............... ....� Permit Issue . 85617 e° 09-04-2008 ,� • e Construction Issue ®� xxxxx STEPHAN P. VOSS Revisions 34 INTERIOR PANELING 1 /4" 4d J 6d k 35 TRUSS, ROOF, AND FLOOR 3- 16d SLANT NAIL GENERAL SPECIFICATIONS NOTES TO FASTENING SCHEDULE a COMMON OR BOX NAILS ARE PERMITTED TO BE USED EXCEPT WHERE OTHERWISE STATED. (SIZE OF NAIL PER LATEST EDITION OF NATIONAL DESIGN SPECIFICATION) bNAILS SPACED AT 6 INCHES ON CENTER AT EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS, EXCEPT 6 INCHES AT ALL SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. ?=T-0° NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX, OR CASING. Drawn KLN Project 28262 °COMMON OR DEFORMED SHANK. A dCOMMON. eDEFORMED SHANK. Check Date Sheet ISE302- AT: I STUDS: PROVIDE 08 POST (MIN.) @ 0 WALLS PROVIDE 6X6 POST (MIN.) @ 6X WALLS ANCHORAGE TO FOUNDATION WITH HD15 ANCHOR. FASTEN TO FOUNDATION W/ 1 1/4"0 X 16" EMBEDMENT HEADED ANCHOR BOLT. SEE 3/THIS SHEET FOR EDGE CONDITIONS ANCHORAGE TYPE< AT: � STUDS: PROVIDE 4X8 POST (MIN.) ® 4X WALLS PROVIDE 6X6 POST (MIN.) 0 6X WALLS ANCHORAGE TO FOUNDATION WITH HHDQ14-SDS2.5 FASTEN TO FOUNDATION W/1 "O X 14" EMBEDMENT HEADED ANCHOR BOLT. SEE 3/THIS SHEET FOR EDGE CONDITIONS ANCHORAGE TYPED AT: �p STUDS; PROVIDE 5-2X STUDS (MIN.) ANCHORAGE TO FOUNDATION WITH HHDQ11-SDS2.5 ANCHOR. FASTEN TO FOUNDATION W/1 "O X 12" EMBEDMENT HEADED ANCHOR BOLT. SEE 3/THIS SHEET FOR EDGE CONDITIONS ANCHORAGE TYPE AT: $ STUDS: PROVIDE 4-2X STUDS (MIN.) ANCHORAGE TO FOUNDATION WITH HDQ8-SDS3 FASTEN TO FOUNDATION W/7/8"0 X 11 1/2" EMBEDMENT HEADED ANCHOR BOLT, ALTERNATE ANCHORAGE @ INT. COND. ONLY 7/8"0 X 9" EMBEDMENT SIMPSON SET EPDXY ANCHOR. ANCHORAGE TYPE AT: <e> STUDS: PROVIDE 3-2X STUDS (MIN.) ANCHORAGE TO FOUNDATION WITH HTT22. FASTEN TO FOUNDATION W/5/8"O X 10" EMBEDMENT HEADED ANCHOR BOLT. ALTERNATE ANCHORAGE 5/8"0 X 9" EMBEDMENT SIMPSON SEf EPDXY ANCHOR. ANCHORAGE TYPED TIONS (SIMPSON) NOTES: 1.) CS16 STRAPS - CUT STRAP TO ALLOW FOR 15" MINIMUM END LENGTHS WITH 13-10d NAILS IN EACH END (26 NAILS TOTAL). 2.) CMST14 STRAPS - CUT STRAP TO ALLOW FOR 35" MINIMUM END LENGTHS WITH 38-10d NAILS IN EACH END (76 NAILS TOTAL). AT: � STUDS: PROVIDE 2-2X STUDS (MIN.) ANCHORAGE TO FOUNDATION WITH HTT16 ANCHOR, FASTEN TO FOUNDATION W/5/8"O X 10" EMBEDMENT HEADED ANCHOR BOLT. ALTERNATE ANCHORAGE 5/8"0 X 7" EMBEDMENT EXPANSION ANCHOR ® INTERIOR CONDITION OR 5/8"0 X 6" EMBEDMENT SIMPSON ET UK EPDXY ANCHORS @ EDGE CONDITION. VFO ANCHORAGE TYPE Project FRANK,A r-'% A &—" r/AHTM`E&NNT4S COLLEGE STATION, TEXAS HILL AND STRUCTURAL CONSULTANTS ASSOCIATES. INC. 12511 Emily Court Sugar Land, Texas 77478 713.779.7252 800.422.7252 FAX: 713.779.1173 i email: sca®scahouston.com www.scaengineers.com CONSULTING Louisville, Kentucky 502.426.6789 ENGINEERS Orlando, Florida 407.893.6200 Copyright © SCA Consulting Engineers 2008 This document is copyrighted and is an instrument of service for the specific project for which it was prepared. Reuse, copying or modification of . this document whether in hard copy or electronic format other than for the specific purpose intended, without written permission from SCA Consulting Engineers is a violation of federal copyright law. ISSUE DATES �"a�'"��• Review Issue "P�E'OF''rF�q®o0 xxxxx ®®�;: • `S*�6 Bid Issue v::.:..................:::`i4l xxxxx j STEPHAN P. VO5S e.. ........................i Permit Issue 00,�;• 856 09-04-2008 + �� Construction o 9ry%a� Issue xxxxx STEPHAN P. VOSS Revisions =� 1/4'4-0" Drawn KLN Project 28262 Check Date Sheet ff E " ' 3`30" " 1 SHEAR WALL HOLDOWN SEE PLAN STRAP STRAP SEE PLAN SEE PLAN SHEAR WALL EDGE NAILING SHEAR WALL SHEAR WALL SHEAR WALL (MAY BE STAGGERED) SEE BRACING EDGE NAILING PLAN (MAY BE STAGGERED) CONT. SHEAR WALL PLUMBING CHASE SHEAR WALL SHEAR WALLS EDGE NAILING (MAY BE STAGGERED) ANCHOR ANCHOR SHEAR WALL (SIMPSON) AT INTERSECTING WALLS SHEAR WALL (SIMPSON) AT CORNER TYP. PLUMBING CHASE 4 SEE PLAN SEE PLAN 3/4"0 ALL THREAD 3/4"0 ALL THREAD WELD SIZE TO EQUAL ADI US *BOTTOM PLATE OF WALL COUPLER OX �� *BOTTOM PLATE OF WALL ••• *FLOOR SHEATHING *FLOOR SHEATHING LYKV SHEAR WALL SHEATHING SHALL EXTEND FROM BOTTOM PLATE *FLUSH BEAM TO TOP PLATE. 2X NAILER STEEL BEAM SEE PLAN -- RIP TO FIT SEE PLAN TOP FLANGE WIDTH 3 5/8"OX1" COUNTERSINK 3 1/2"OX1/4" WASHER TUB SHEAR WALLS WHERE REQUIRED CRIMP THREADS NAIL STUDS TOGETHER W/ 16d NAILS @ 6" O.C. 16d NAILS @ 6" O.C. STAGGERED GYP. SHEAR WALLS STAGGERED (TYP.) LJ CONT. W.S.P. 4 SHEAR WALL BEAM CONNECTION 7 FLOOR SYSTEMS VARY, SEE DETAILS WITH SHEAR WALLS, SEE FRAMING PLAN FOR SECTIONS CUTS SHEAR WALL NOTES: - EDGE NAILING 1. SEE BRACING PLAN FOR TYPE & NAIL STUDS TOGETHER W/ STUD SIZE VARIES LOCATION OF SHEAR WALL; SHEAR WALL 16d NAILS @ 6" O.C. 12d or 16d COMMON NAILS SEE SHEAR WALL SCHEDULE FOR EDGE NAILING STAGGERED SIDE TO SIDE @ 6" O.C. STAGGERED GYP SHEAR WALL INTERSECTING WALLS NAILING REQUIREMENTS. 12d or 16d COMMON NAILS Sz1CP SHEAR WALL/W.S.P.SHEAR WALL INTERSECTING WALL S CEILING 2X WALL SHEAR WALL PANEL @ 6" O.C. STAGGERED TYP. SHEAR WALL at TUB 3 TYP" STUD ARRANGEMENTS at CORNERS/INTERSECTIO 2 SHEAR WALL SCHEDULE'(6)(7)(8)(9)(10)(11)(14)(15) Project FURR DOWN 2X BLOCK N SHEAR WALL EDGE NAILING SHEAR WALL PANEL GYP. SHEATHING JOINT SHEAR WALL PANEL JOINT SHEAR WALL EDGE NAILING SHEAR WALL NOTE: SHEAR WALL SHEATHING MAY BE CONT. FROM BOTTOM PLATE TO TOP PLATE. TYP. FURR DOWN at SHEAR WALL S TYP. STUD CHANGE IN SHEAR WALL 6 N N _0TYP. J M M NIN G G E I E E I E N � A N A C N\ \r�A G H G A A P% A T M E N T Z&*3% COLLEGE STATION, TEXAS HILL AND F=F3ANK, INC. u STRUCTURAL CONSULTANTS ASSOCIATES. INC. 12511 Emily Court D Sugar Land, Texas 77478 713.779.7262 800.422.7252 ® FAX: 713.779.1173 email: sca®scahollBton.com r►wivscaengineers.com CONSULTING Louisville, Kentucky 502.426.6789 ENGINEERS Orlando, Florida 407.893.6200 Copyright ©SCA Consulting Engineers 2008 This document is copyrighted and is an instrument of service for the specific project for which it was prepared. Reuse, copying or modification of this document_ whether in hard copy or electronic format other than for the specific purpose intended, without written permission from SCA Consulting Engineers is a violation of federal copyright law. L UL C6' • SEE TYPICAL " ISSUE DATES SHEARWALL (1) E OR L TYPE SHEAR WALLS CAN USE EITHER 5/8 OR 1 /2 GYP WALLBOARD OR GYP SHEATHING. .OF• r "`k � ELEVATIONS (2) SHEATH ONE FACE OF WALL WITH 1/2" GYP WALLBOARD OR GYP SHEATHING AND THE OTHER WITH 5/8" GYP WALLBOARD OR GYP SHEATHING. Review Issue ��P,••° ••.,Iyste (3) WB = WALLBOARD NAILS: 5d WB = COOLER (0.086" 4, 1-5/8" LONG, 15/64" HEAD) OR WALLBOARD (0.086"0, 1-5/8" LONG, 9/32" HEAD) NAILS; 6d WB = COOLER (0.092" 0, 1-7/8" LONG, 1 /4" HEAD) OR xxxxx •. ••0`®� Bid Xssue ®•• STEPHANP.VOSS .••••+ N WALLBOARD (0.0915 0, 1-7/8" LONG, 19/64"XXXx HEAD) NAILS.r (4) ON THE EXTERIOR FACE OF ALL EXTERIOR GYPSUM SHEAR WALLS USE No.11 GAGE, 1-3/4" LONG, 7/16" HEAD DIAMOND POINT, GALVANIZED NAILS. THIS REQUIREMENT REPLACES 5d WB AND 6d WB NAILS SPECIFIED IN ®�•••;••• ••••••••• ••• •i THE SHEAR WALL SCHEDULE BUT THE SPACING REQUIREMENT IS AS SPECIFIED. Permit Issue s®� ., 85 7 ` •. ��`� (5) PRIOR APPROVAL REQUIRED FOR POWDER ACTUATED FASTENER OTHER THAN HILTI. PRIOR APPROVAL REQUIRED FOR EPDXY OR EXPANSION ANCHORS OTHER THAN THOSE LISTED IN FOOTNOTE (12). 09-04-2008 Construction `r • AL .-" (6) IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE AND USE PACHOMETERS AND OTHER EQUIPMENT NECESSARY TO LOCATE ALL POST TENSIONING TENDONS SUCH THAT NO DAMAGE OCCURS FROM PLACEMENT OF Issue ��►.�..�® '��afa� B N K K B POWDER ACTUATED FASTENER OR EXPANSION ANCHOR ALTERNATES. xxxxx STEPHAN P. VOSS WTYP, P (7) IT SHALL BE THE CONTRACTOR'S RESPOSIBILITY TO INSURE THAT THE PLACEMENT OF POWDER ACTUATED FASTENER OR EXPANSION ANCHOR ALTERNATES IS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AND IN Revisions COMPLIANCE WITH ALL APPLICABLE BUILDING CODES (SPECIAL INSPECTORS SHALL BE PROVIDED IF SPECIFIED BY THE APPLICABLE BUILDING CODE). (8) REFERENCE SHEAR WALL ANCHORAGE SCHEDULE FOR REQUIRED SHEAR WALL END POST/STUDS. IF NO ANCHOR IS USED, PROVIDE 2-2X FULL HEIGHT STUDS (MIN.) AT EACH END OF SHEAR WALL. (9) SHEAR WALL FRAMING SHALL BE 2X STUDS @ 16" O.C. MAXIMUM SPACING, SEE BRACING PLANS FOR TYPES AND LOCATIONS. �A SHEAR WALL PANEL END STUDS (KING STUD @ OPENINGS). NAIL THESE O WINDOW SILL PLATE (2X MIN., MATCH STUD SIZE). (10) W.S.P. = WOOD STRUCTURAL PANEL, PLYWOOD OR ORIENTED STRAND BOARD (OSB). z BOTTOM PLATE STUDS TOGETHER WITH SHEAR WALL BOTTOM PLATE NAILING (2 STUDS (11) N/A =NOT APPLICABLE. U 0 0 MIN.). EDGE NAIL (MAY BE STAGGERED) WOOD STRUCTURAL PANEL SHEAR (I HEADER (2-2 X 6 MIN.) WITH SHEAR WALL EDGE NAILING. (12) EXPANSION AND EPDXY EMBEDMENT LENGTH INTO CONCRETE SLAB. STARTS AT THE BOTTOM OF THE CURB, DROP OR BRICK LEDGE (U.N.O.). a BOTTOM PLATE 0 WALL TO THESE STUDS. ANCHOR TYPES AND CODE INFORMATION: 0 OJ DOUBLE TOP PLATE WITH SHEAR WALL EDGE NAILING MAY BE STAGGERED).—SIMPSON "SET" EPDXY: ICBO ER5279; SBCCI 9706; CITY OF L.A. RR25279. U) �B SHEAR WALL ANCHORAGE TO BE SIMPSON. SEE PLANS. —SIMPSON EXPANSION "WEDGE ALL." ANCHORS: ICBO ER3631; SBCCI 9706; CITY OF L.A. RR24682; DADE COUNTY 95-0511.04. a 0BOTTOM PLATE WITH SHEAR WALL EDGE NAILING AND BOLTED OR NAILED—SIMPSON "ET" EPDXY: ICBO ER4995; SBCCI 94145; CITY OF L.A. RR25185, RR25120. • U' OC TYPICAL STUDS @ 16" O.C. MAX. SPACING. FIELD NAIL WOOD TO STRUCTURE BELOW. —ITw RAMSET/RED HEAD "EPCON" EPDXY SYSTEM: ICBO ER4285. SHEARWALL SPECIFICATIONS STRUCTURAL PANEL SHEAR WALLS TO STUDS. EDGE NAIL AT PANEL » » NAILING NAILING EDGES. OL WOOD STRUCTURAL PANEL EDGE. —HILTI HVA EPDXY ANCHORS: ICBO 5369; SBBCI 9930; CITY OF L.A. RR25363. , —HILTI "HIT HY 150" EPDXY ANCHORS: ICBO ER5193; CITY OF L.A. RR25257. @D TRIMMER STUDS, CONTINUE EDGE NAILING FROM KING STUDS AND NAIL OM CRIPPLE STUDS @ 16" O.C. MAX (MATCH STUD SIZE). (13) REFERENCE WOOD FRAMING SPECIFICATIONS, NOTE #6 STUDS TOGETHER WITH SHEAR WALL BOTTOM PLATE NAILING. N SHEAR WALL, EDGE NAILING (MAY BE STAGGERED). (14) WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6" ON CENTER ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL 1 ROW STAGGERED 2 ROWS STAGGERED OE LSTA24 STRAP WITH 9-10d NAILS IN BLOCKING AND HEADER OR WINDOW ON DIFFERENT FRAMING MEMBERS. PLATE. OO SHEAR WALL PANEL. (15) NO SUBSTITUTIONS OF SHEAR WALLS INDICATED ON BRACING PLANS MAY BE MADE UNLESS AN R.F.I. IS SENT AND VERIFIED BY THE ENGINEER (JF SHEAR WALL EDGE NAILING (MAY BE STAGGERED). © SOLE OR SILL PLATE ANCHORAGE TO FOUNDATION. (16) TYPICAL NAILING PATTERN DETAIL �G 2X BLOCKING (MATCH STUD SIZE). Drawn KLN Project 28262 Check Sheet PERFORATED SHEAR WALL (51 SHEAR WALL SCHEDULE 1 Date , 0 SN E 3" 4, 4 DRAWING NAME 28262SE34.dwo 9-4-08 3:20PM nosonk SHEARWALL SHEATHING LOCATION EDGE NAILING (3)f41 FIELD NAILING(3)(4) BLOCKED SOLE OR SILL PLATE ANCHORAGE TO FOUNDATION (5)(12)(13) NAILING OF BOTTOM CAPACITY SHEARWALL TYPE TYPE EDGES PLATE TO FLOOR FRAMING PLF) TYPE Gr G= z N 3/8' MINIMUMEDGENAIL 0 ALL OTHER VERTICAL ANCHOR BOLT USE EXPANSION ANCHOR @ INT. CONDITION POWDER ACTUATED 0.162"O x 3 1/2" S.Y.P. z = LU DISTANCE. MAY BE.; SUPPORTS AND (RECOMMENDED FOUNDATION ANCHORAGE) USE EPDXY ANCHOR @ EDGE CONDITION FASTENERS (ALTERNATE LONG NAILS OR D.F.L. o o t— c>_ Q < ¢ `` STAGGERED WHERE MULTIPLE STUDS HORIZONTAL (BOLT PLACED BEFORE FOUNDATION IS POURED AND (ALTERNATE FOUNDATION ANCHORAGE) FOUNDATION ANCHORAGE) STUDS tJ1, 'qZ 3 9 = 3 _ OCCUR, ,)DINTS (DEPTH OF EMBEDDED INTO CONCRETE FOUNDATION. USE STAGGERED NAILING PATTERN (U.N.O.) » 3 MINIMUM EMBEDMENT INTO CONCRETE MINIMUM INT. CONCRETE FOUNDATION s o BLOCK TO EDGE DISTANCE MINIMUM CONCRETE 0 � W J Q mMATCH w Q FOR 1/2 = 7; 5/8" 0 = 9"; ALL BOLTS CLOSER TO A FOUNDATION EDGE ARE CONSIDERED EDGE CONDITIONS. FOUNDATION EDGE DISTANCE = 7 SEE NOTE (16) FOR O CV �a oD x¢ N N W g� �`, DEPTH OF WALL) NO BOLTS SHALL BE PLACED CLOSER THAN 2 FROM EDGE OF FOUNDATION. HILTI DS62P10 PINS OR HILTI X—AL—H62— NAILING PATTERNS 0 LO •— Lc> In .— r _ U- t!? O � LL. cn O EXP. ANCHORS = 3" MINIMUM EMBEDMENT INTO CONCRETE P8 OR EQUAL ( , EPDXY ANCHORS = 3" MINIMUM EMBEDMENT INTO CONCRETE SEE FOOTNOTE 12 A • • 0.148"0 X 3" LONG 0.148nO X 3" LONG 4X OR 5 8"0 @ 15" O.C. 5 8" 0 @ 15" O.C. N A TWO ROWS @ 3" O.C. 1,078 !N/A NA NA NA NA @2"O.C. _ @ 12"O.C. .3X A B • • 0.148 0 X 3 LONG 0.148 0 X 3 LONG 4X OR '5 8 O @ 20 O.C. 5 8 O @ 20 O.C. N/A TWO ROWS @ 4 O.C. 840 NA NA NA NA NA @3"O.C. @ 12"O.C. 3X B G • » » 0.148 0 X 3 LONG n » 0.148 0 X 3 LONG 2X N „ 1 2 0@ 18 O.C. f1 11 1 2 0@ 18 O.C. A „ ONE ROW 0 2 1 2 O.C. 644 1 2"0 @ 9" O.C. @ DOUBLE SIDED WALL 1 2"0 @ 9" O.C. @ DOUBLE SIDED WALL N A TWO ROWS 0 2 1 2" O.C. 1,288 @ 4" O.C. @ 12" O.C. C D • • » » 0.148 0 X 3 LONG n » 0.148 0 X 3 LONG 2X » » 1 2 0@ 26 O.C. » » 1 2 0@ 26 O.C. N A » ONE ROW @ 4 O.C. 434 1 2"0 @ 12" O.C. @ DOUBLE SIDED WALL 1 2" 0 @ 12" O.C. @ DOUBLE SIDED WALL N/A TWO ROWS @ 4" O.C. 868 @ 6" O.C. @ 12" O.C. D E(11) 0 • 6d WB @ 7' O.C. 6d WB @ 7" O.C. NO 1 /2"X @ 48" O.C. 1 /2" 0 @ 48" O.C. 16" O.C. 16" O.C. E(1) • 5d WB @ 7 O.C. 5d WB @ 7 O.C. 115 F • • 6d WB @ 4 O.C. 6d WB @ 4 O.C. NO 1 2 X @ 48 O.C. 1 2 0 @ 48 O.C. 10 O.C. 12 O.C. 145 F G • • 5d WB @ 4" O.C. 5d WB @ 4" O.C. 2X 1 2"X @ 48" O.C. 1 2"0 @ 48" O.C. 10" O.C. 12" O.C. 150 G H • • 6d WB @ 4" O.C. 6d WB @ 4" O.G. 2X '1 2"X @ 48" O.C. 1 2"� @ 48" O.C. 8" O.C. 10" O.C. 175 H J • 1 2"X @ 48" O.C. 1 2"b @ 48f1 O.C. 12 O.C. 16 O.C. J L t�) • • 6d WB @ 7" O.C. 6d WB @ 7" O.C. NO 1 /2 X @ 48 O.G. 1 /2 @ 48 O.C. 6 O.C. 8 O.C. 230 0) • • 5d WB @ 7" O.C. 5d WB @ 7" O.C. NO 200 M • • 6d WB @ 4" O.C. 6d WB .@ 4" O.C. NO 1 /2"X @ 30" O.C. 1 /2" 0 @ 30" O.C. 4" O.C. 6" O.C. 290 M • • 5d WB @ 4 O.C. 5d WB @ 4 O.C. 2X 290 N • • 6d WB @ 4"O.C. 6d WB @ 4"O.C. 2X 1 2n X @ 24» O.C. 1 2n 0 @ 24"O.C. 3» O.C. 4„ O.C. 350 N P • • 5d WB @ 4" O.C. 5d WB @ 4" O.C. NO 1 2"X @ 30" O.C. 1 2"0 @ 30" O.C. 6" O.C. 8" O.C. 250 P R • • 6d WB @ 4"_- O.C. 6d WB @ 4" O.C. NO TIYX @ 30" O.C. 1 2" 0 @ 30" O.C. 4" O.C. 6" O.C. 290 R