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HomeMy WebLinkAbout10150904-5,7,8 (3).pdfu') 0 0 0 1.65 Ij 5 W V- iM PRu"JE(*;"T ANALYSIS SHEET I N D E-----,"'X' OCCUPANCY CLASSIFICATION: NO. TITLE T—I TITLE — COVER SHEETI­,"I TYPE: R3/UI ARCHITECTURAL PLANS NO. OF STORIES: 1 &2 A.] SITE PLAN TYPE OF CONSTRUCTION: V—N A. 2 FLOOR PLANS, EXTERIOR ELEVATIONS, APPLICABLE CODES: BUILDING SECTIONS C.B.C. 2001 N.E.C. 2001 STRUCTURAL PLANS C.P.C. 2001 C.F.C. 2001 SI FOUNDATION PLANS C.M.C. 2001 S2 FRAMING PLANS SGN STRUCTURAL GENERAL' NOTES I STRUCTURAL DETAILS ARCHITECTURAL STRUCTU AL H—I HARDY FRAMES H-2 HARDY FRAMES ACCEPTED FOR CONSTRUC ION H-3 HARDY FRAMES F SSPARATE PERMITS ARE REQL11Rt- rOR ELECTRICAL, PLUMBING &WIECHANIC L. PLANS This set of plans and specifications must be I e on the iob k at all times and it is unlawful to make any angel or alterations on same without written permissi i from the City of Santa Ana. The acceptance of this plan and specifications ALL NOT be held to permit nor be an approval of the vio ion of anpr visions of ANY City Ordinance or State Law. ( 10 SHEETS Pi xz- j t.''Pr, Accepted B Date CITY OF SANTA AN I/lL L A DEL S OL A PA R MEN TS A P P 0,AT GA',N-FA ANA S P,oLiOIZ r��F,?Tv PERMirTrTY E. BLDG LEc,r PL8G MEPH GRADING fscjl�o'!�L<� /o7/0S- V- CODE F:Drn0N—Z,-0-Q--L—--C--' MICROFILM RADIANT BARRIER ROOF YES NO SCHOOL DISTRICT -S NO 10/19/05 BLDG DEPT. CORRECTIONS ARCHITECT® NAME: DALE L. CEXTON ARCHITECTS ADDRESS: 2091 BUSINESS CENTER DR, SUITE 210 ADDRESS: IRVINE, CA 92612 PHONE NO.: f949) 955-1174 FAX NO.: (949) 955-1176 CONTACT: DALE CEXTON JOB NO: 2407 STRUCTURAL ENGINEER: NAME- E.S.I./F.M.E. ADDRESS: 1800 E. 16TH. ST. ADDRESS: SANTA ANA, CA. 92701 PHONE NO.: (714) 835-2800 FAX N 0.: (714) 835-7448 CONTACT: SCOTT ROSS JOB. NO.: 4557 NAME: A.G. 94-55 1111C. ADDRESS: 22974 EL TORO ROAD ADDRESS: LAKE FOREST, CA 92630 PHONE NO.: (949) 595-5900 FAX NO.: CONTACT: RICK JULIAN - PRESIDENT 0 �IrvNO, C21194 , RU 7-3 i of 20 - W 0 04 Cn co Lu Q- z Lu Cr LO cri U) z 0) �i I < 0) Cf) csi cc Cq 0) 01- W-M P rL pp� LLJ z C) r. C-0 < uj 00 0 ari cc uj z z CC LL 'I z z IMF uj -A lb" g & AwW 0=5, _2 2 oil MEMO q�� LLJ Ll U� ju ffi C. P. L J F _1 C. P. L J_ Ca�SHED 801 A II If Tf VILLA DEL SOL") z DIRECTORYORY W,--� SIGN 0 n- ry T­ 00 L ]6 C. P. 0 00 SIGN 811 D c) 801 G 0 za� <1,1 23 COVERED PARKING 0 0 D 0 23 COVERED PARKING I — — I PLAY L AREA w 0 IIm r H,_ 11801 R 811 T 811 W 0-0 1 w 0 < H- 0 > I < m 811 V F— -- — — — — — — — — — — — --I 23 COVERED PARKING Do 23 COVERED PARKING < L 14 COVERED PARKING L 811 J I— 1 ll�L NATURAL GROUND 811 MCFADDC\ 800 L CANOPY OVERHANG UvlLLl1 S STREET "I L -------- — i --j IF---------- 23 COVERED PARKING 23 COVERED PARKING 11L w 800 Q 800 m i800 u m I ::D 1 0 ; 0 00 TIn IL n I 0 0 CD r 11 1 00 1 0 1 1 �l 0 1 1 0 1800 V 00 00 800 s LL_===__j j 810 S 0- 810 V 0 0 V_ o cXD 11 --1 co 00 aw aE 17--lf C) 0 rn 810. U r- a- < 0 7 < 23 COVERED PARKING 0 u23 COVERED PARKING S9 EB PLAY AREA 14 COVERED PARKINGw 1 L w fv Fir= �_ AVENUE 800 c 11 �fuE:=LJLY 4 r F- M 0 0 00 � F D L 6 C—'P'L L _i 6 C L J 800 A < 0 00 810 B I 57.2' tt- 37.3' .2' F 6 C. P. L 6 C. F). L 45.5' 1 810 E -IF- 810 D 'l'l,ANM,fNG ""I'le, sc 4, 66`-2-70' 7 3$ 30 — 31 INDICATES LINES R & 0 REPAIRS TO BE �5=SPERIMETER PROP. LINE AND MIN. loINT z 0 EPA umxwow �Ffw v uj 0) cc < cc 0 z cc w Lu >. Lo Lu 0 0 04 ;F 0) 0 < u- Z z < 0 Lu z Lu 0 0 Lu 0 0 cc 0 cc cc uj Ill ca 1­ 0 z w Lu W m Z < U) ZC* :) 0 co ui z z Lu co ui 3�E LIP uj Lu cn Uj cf) cc Lu REVISIONS 0 cc CaL A 10/19/05 Ly cs cn DATE > cc Lu CIO JOB NO.. Lu cr- 2407 FILE NAME uj a- 2407—SITE Q_ >< Lu DRAWN BY z DW 0 >< ui CHECKED BY DLC uj • VERIFY EXISTING ' ", 6 5" gr, °_3 f`r -- - -- -26 - %' 3rr� � DIMENSIONS���» � I I I i I I � �r I ! E I } r cvl # EXISTING BMS.. a _ INS { { . AND COLS TO REMAIi� �..,,,� f- f�EXISTING LINE a _-- __._ ___ ________s EXISTING STUCCO py __-_- _--=_-- FILING TO REMAIN{ S,•.,,,,�,�,„a�a^�...g,,,.a....,...�,,�..a. .� —.a..?Wos...*d�.".+�..``�,"°A�...?w..t .,,.,.: •w.�.Jww-�.�++..�...,,,,,�`�.;e.,..n.�..,..°w^..a��`Y,a..n,.�w�. M d' ( ter.___.______._.._-_____.__..____.__�.••�'''_ ___ ___-----.__._____---_,...__ _.___ _ __.._._.__ _�.______ _ _ LINE OF WALL ABOVE �-- L."w"7 Ae1 4iC4—i6 f 269— 0 h ry `t GJ e y-/'-tea,'-"y '�-. 10t1 1'-1t}" 1'-1CY' NEW STUCCOS-, 10�� FINISH GRADE] i OPENING (TYP) ; L -BA AR E SCALE, 1/#=1-O' BUILDING SECTION FRONT ELEVATION scALE: &l=r-o,l STUCCO TO MATCH ING COLOR AND TEXTURE (TYP) 0 ='-- ----------- ---- ------------------------------------- _ --- - ___ „ 77 2,,, I'f - -- _ i � 7 - � � .� --, :-.i7°tt�'z".tt k�.5�,,,"., 'a�� '.��"fi,��?at�:�,° �.�-, � .^tom-i�..K. �,t-,�:<-,"Y�.i�.7Y'�a�=�;�.., _ _ _ _ _ -- -- -- —''— — — _ _ ._ ? __ _. _ _ -••— -- — �— — _ _ — �. _ _ _ -- _��,�L;r I i I I { I I cvI { �-"`EXISTING BMS a I 1 AND COLS TO REMAIN iL_________________ .,•"" '^`°,,�.. /'"'.,°"�'��'^� `'F."``�"'a�r"«,-'"`,:r r°°.•-•,.r.,r"`"'°"'".a^��--r^vw^°n.-.e.-4".-'ir^.,r-..1^.v""",�,,.,".J"�-`,tf".".,SC^.F'' �r'�" 4l`t'.' @. .r°" r/ ,fit ,q,..,-�..�. .,�,.._ .,..,.,.•'^..,. "'*.,, . yr-^°.,*'' ----- - - -- - h - �- „.�-.d- -, ",»....,^.*'.-,'°."''`*�...'ta....,..✓�``-....../`",.w`�-t``✓—_�'`"d++:"',»..�-.....f",.`'.-„..�,,,_/ .f°*..w'`,.._...✓�-..i'"",n.y,....,'`�,.'`"'".:,!"�-^�""i^°..-.�`,,,.,,,'w...`�,.-.,.", . ..a.,,,4..�.,' -_ .�>.. �..r-.*....�...,rir...-�,,...a^,.,..✓�.,..,,,`-i,�,,��.....,h,.,.». na..�,....s�,.....-,�*�✓v`"�✓=...e .�..�... _ _ _. __ _ _._ _. _ _ _�. � rr�.=,.�'r r VERIFY EXISTING DIMENSIONS "- LINE OF WALL ABOVE EXISTING STUCCO CEILING TO REMAIN Z STING STUCCO _ i6S'--01_ i _ -- - - - -_ ----.----------- ------- - - - - -- ----------------_--.- ----- _ ___________ ____________ gyp, ___---------_______._.____ I _I . { i { { { w EXISTING BMS` .,-,-,._,. �� } AND COLS TO REMAIN'', I I — — — — _...._ __ .__ _ _ — _ _ _. _ ..._ .__ _. _ — — --' — — --- -- — — — -- .� �"'^.. a"�"°.. >., �. -, f_"'.. J'_.```,: ,,,�, ",..�--..,0 ..---'�F'..�,.`�. ""v^.r^ � �--�,s"'..„°.o r'.^a..�,s�i°,--. 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"�'�...r:,..,.� ,..._ "'n,.' - .�*,.,. _-,-"`'1,:,.r"_M,-r`'•-..>,,..'a..�^...✓'^.....,nr...J'a,. } 1011 t''— 101, 1'— 101, FLOOR PLAN 6 AY GARAGE SCALE: 1/8'=1"-O' VERIFY EXIS DIMENSIONS OF WALL ABOVE EXISTING J,.., PLATE LINE EXISTING PLATE LINE FINISH GRADE JF- i t is � i #' i # ,• i. i _ ! a i '' � ' y i " � ! y � i ! • ii i ` t # t• '' i1 WALL LEDGEND ZSTING STUCCO TO REMAIN j EXISTING '` PLATE LINE ru a- :z w cc 0. pmpw,,,pt, CV w o - ,� U.1 �. 0 U-) cc w z si CO O 041 {pj cc LL Z > c z O u. J � U `-" t:! 0 > cc CC O n t `u N :z z w % Lu CJ > O �Q acc cc w co z 0 w o Z W cc Z z 00 t3> w 0 Cl cv z z r 1. a • Lu REVISIONS O A 1d/19/}5 s Q t- S C°3 cc 0 ff3 HATE Q Lu uj Job No. 2407 co L FILE NAME V2407—NU—F uj DRAWN BY z DW — CHECKED BY ui 0 DLCuj n A FINISH GRADE , e 4-,C A l 9-- 1 /A".-1'0" p • --- o ._. -----..._--....._ 2 SDI gel I J Z I -ol 0 11 r 0G, %L� �m� � Mmt SCALE: 1/8" z I'-m" -— --.——— —_.- ----_ ----------- 2 SD1 -----o------..--.--- ----------------- :1 WAII L ri 6° WIDE CURB, TYP. o 3----------------` 2 SD1 a ---------------- NEW 15" WIDE x 24" DEEP FOOTING w/3-05 BARS T/B CONT. -----__- �------Z 2 5DI 6" WIDE CURB, TYP. z-------------- - ._----- --------�------- 2 SD 1 O — — — — — — — — --------- -------- — — — — — — — — 2 SDi 61, WIDE CURB, TYP. ------- - li7l:i -------------- ----- SI SD < 2 I — — — — — a -----_ --.— — - 7 --- ------------- NEW lea" WIDE x 24" DEEP FOOTING w/3-05 BARS T/B CONT. - ----_---- .�--.----_ --- ------------- NEW 15" WIDE x 24" DEEP FOOTING w/3-05 BARS T/B CONT. O ----------- ---------� - - - - - - - - - - - - - - - - 2 SDI -----o ---------� ;1 2 SDI (TYP.) t w d« �.x ix ;a �5 ti i 1 z FOUNDATION NOTES: I. ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS ARE TO BE SECURED WITH 5/8" DIAMETER BY 12" LONG ANCHOR BOLTS EMBEDDED AT LEAST i" INTO CONCRETE WITH A MAXIMUM SPACING OF -12" D.C., U.N.O. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE OF FOUNDATION PLATE WITH ONE BOLT LOCATED WITHIN 12" OF EA. END OF EA. PIECE. A PROPERLY SIZED NUT AND 2 1/2" SQ x 1/4" THICK PLATE WASHER SHALL BE 2. ALL SHEAR WALLS ARE TO BE SECURED WITH ANCHOR BOLTS SPACED PER FOUNDATION PLAN AND STRUCTURAL ENGINEERS CALCULATIONS. TIGHTENED ON EA. BOLT TO THE PLATE. 3. RECOMMEND USING REDHEAD 1516SD SHOT PINS. fiCBO!�639I + 24" otc, 12" FROM ALL CORNERS 4 SPLICES W! P PENETRATION AT ALL INTERIOR NON-SHEAR/BEARING WALLS INSTALLED PER MANUFACTURERS RECOMMENDATIONS UNO. STRI.ICTURAL ENGINEERS CALCULATIONS GOVERN IN ALL CASES. 4. INSTALL ALL SIMPSON (OR APPROVED EQUAL) FOUNDATION HARDWARE PER MANUFACTURERS RECOMMENDATIONS. DEEPEN FOOTING WHERE NECESSARY TO PROVIDE PROPER ANCHOR EMBEDMENT AT HOI.DOWN LOCATIONS. 5. ALL HOLDOWN ANCHORS d POST BASES SHALL BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. 6. PROVIDE 04 BARS -9 12'o.c. E/W NEAR BOTTOM OF CONCRETE PAD FOOTINGS. SOIL INFORMATION: 1. FOUNDATION SIZES, DEPTHS, AND REINFORCEMENT ARE AS RECOMMENDED WITHIN THE OWNER/DEVELOPER'S SOILS ENGINEERS REPORT. 2.OWNER/DEVELOPER AND SUBCONTRACTORS ARE TO REVIEW THE SOILS REPORT PRIOR TO COMMENCING CONSTRUCTION. IT IS THE RESPONSIBILITY OF THE OWNER, DEVELOPER AND SUBCONTRACTOR TO VERIFY THAT THE REPORT DATE 16 CURRENT AND PLAN REQUIREMENTS ARE CONSISTENT WITH ANY UPDATED SOIL REPORTS. A564 : 5/8" DIA, X 12" ANCHOR BOLTS AT 641' O.0 A556 : 5/8" DIA. X 1211 ANCHOR BOLTS AT 56" O.0 A546 : 5/8" DIA. X 12" ANCHOR BOLTS AT 481" O.0 A540 ; 5/6" DIA, X 12" ANCHOR BOLTS AT 40" O.0 A532 :5/6" DIA. X 12" ANCHOR BOLTS AT 32" O,G A524 :5/6" DIA. X 12" ANCHOR BOLTS AT 24" O.0 A516 : 50' DIA. X 12" ANCHOR BOLTS AT 16" O.0 AB 8 : 5/6" DIA. X 12" ANCHOR BOLTS AT 8" O.0 2A5 : (2) 5/6"DIA X 12" ANCHOR BOLTS. 3A5 : (3) 5/6" DIA.X 12" ANCHOR BOLTS. NOTE: PROVIDE 2 1/2" SQ. x 1/4" THK. PLATE WASHERS FOR ALL MUD61LL ANCHOR BOLTS. 2-04 : PROVIDE A TOTAL OF 2 04 AT TOP AND 2 #4 AT BOTTOM OF FOOTING, 5' PAST EACH HOLDOUJN ANCHOR. 3-04 : PROVIDE A TOTAL OF 3 #4 AT TOP AND 3 #4 AT BOTTOM OF FOOTING, 5" PAST EACH HOLDOUIN ANCHOR. 4-04 : PROVIDE A TOTAL OF 4 04 AT TOP AND 4 04 AT BOTTOM OF FOOTING, 5' PAST EACH HOLDOWN ANCHOR. 5-04 : PROVIDE A TOTAL OF 5 1*4 AT TOP AND 5 04 AT BOTTOM OF FOOTING, 5' PAST EACH HOLDOWN ANCHOR. HD2A : (1) SIMPSON HD2A PER POST. HD5A : (1) SIMP50N HD5A PER POST, HD&A : (1) SIMPSON HD&A PER POST. HDBA : (1) SIMPSON HDSA PER POST. 14010A : (1) SIMPSON HDIOA PER POST. HD14A : (1) SIMP60N HD14A PER POST. HD20A : (1) 6IMP60N HD20A PER POST. HPA : (1) SIMPSON HPAHD22 PER POST. HPA2P ; (1) SIMPSON HPAHD22-2P PER POST. MTT285 - (1) SIMPSON MTT288 PER POST. HTT22 : (1) 5IMP50N HTT22 PER POST, USE CORRESPONDING SSTB ANCHOR BOLT (OR MANUFACTURER'S RECOMMENDATIONS) FOR HOLD011N5. NOTE: HOLDOWNS SHALL BE RE -TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. ci Lu ui Z UJ (� t- o Lt.i � -_.i � 0) o W c �° QODOD h— Q co 4LO OD U. asmasr U < � uj ti co 4 w �ozox ui co Cc Q = ¢ ,co rZu- 4. a m ti Lo to z i -r r Qg{�FE.�$j{2 Lo 'o G is iu These plans ilt no a for construction without float buIcisig depitfiavar*g Agency approval and perm8t1ng. UA I DATE: 08 f 10 f 04 SCALE: DRAWN: JOB NO. 4557 si EXISTING BEAMS t COLUMNS TO REMAIN (TYP.) NEW 4xI2 SDI NEW 4xI2 SDI NEW 4x12 SDI NEW 4x12 SDI DRAG MEMBER DRAG MEMBER DRAG MEMBER DRAG MEMBER (TYP.) (TYP.) (TYP.) — (TYP.) ��-----�� - a --� iT ----m--- -- -- — — — — — — — — — c- = --T -—_------ --- — wlBGC4S ----- — — —— -- -- — ---- _._— ---- STRAP 4x12 �? STRAP 4x12 ---- STRAP 4xi2 --- STRAP 4x1DRAG MEMBERS DRAG MEMBERS SXl DRAGS MEMBERS 8XI DRAG MEMBERS TOGETHER WITH TOGETHER WITH _�/ TOGETHER WITH _�t8 TOGETHER WITH n_ti nni tvcs ati not tw°e� G7/_721 tYt9 C.t/ 7A/ tYY� SCALE: 1/6" = 1'-01" EXISTING BEAMS 4 COLUMNS TO Q;=MAIN (TYP) RUN DRAG MEMBERS CONTINUOUS OVER HARDY'S (TYP.) NEW 4xI2 SDI NEW 4x12 SDI DRAG MEMBER DRAG MEMBER (TYP.) (TYP.) -----____— — — — p --- — -- — — �— ----_ — — — — STRAP 4x12 — — — — STRAP 4-x _ �— CC48 DRAG MEMBERS 8XI DRAG MEMBERS TOGETHER WITH _�/ TOGETHER WITH 5T6236, TYP. ST6236, TYP. BEAM �'5 BEAM "6 BEAM *''I H-1 WITH NO ADJACENT FRAMING 4 NO (TYP.) BOTTOM PLATE, 4x12 DRAG MEMBER N LIEU OF TOP PLATE. 1 1 1 1 1 NEW 4x12 5I NEW 4x12 SDI NEW 4x12 5D1 NEW 4xI2 5D1 NEW 4xl2 SDI DRAG MEMBER DRAG MEMBER DRAG MEMBER DRAG MEMBER DRAG MEMBER — — — — — — — — (TYP.) — — — — — (TYP.) (TYP.) (TYP.) (TYP.) --- 0— _ — — _ — o — ----- — — — — _ --- —--- — —.--- - — ---� --- —_ -- - - --- ------ — —.--- —------- -- — _— — — --- _ � ---- - ----- — ----- — — ------ _ _---- --- __-- �� ��_�--STRAP 4x12 — — —STRAP 4x12 — — STRAP 4x12 STRAP 4x12 — STRAP 4xi2 DRAG MEMBERS SX DRAG MEMBERS 8XI DRAG MEMBERS 8XI DRAG MEMBERS 6X1 DRAG MEMBERS TOGETHER WITH _l/ TOGETHER WITH -lI TOGETHER WITH -1/8 TOGETHER WITH _1/8 TOGETHER WITH cte n-Ae t•.,= atss2i tYo CtG'tRL tY#"J A'CG.7Ae� tYP Al'G 23G, TYP I a"111?� m ALIM4 NEW 4x12 SDl NEW 4xI2 Sc DRAG MEMBER DRAG MEMBER (TYP.) (TYP.) _— ----Q--__-------- - .----- .---�--- ------STRAP4x12-- ---- --STRAP4x12—_ — DRAG MEMBERS 8X1 DRAG MEMBERS TOGETHER WITH _(/8 TOGETHER WITH ST6236, TYP. 5T6236, TYP. BEAM 01 BEAM 02 BEAM *3 SCALE: I/8" = 1'-0" EXISTING 5EAM5 4 COLUMNS TO REMAIN (TYP.) NEW 4x12 SDI DRAG MEMBER (TYP.) STRAP 4x12/ECC48 y DRAG MEMBERS TOGETHER WITH ST623(6, TYP. BEAM 04 SCALE: 1/5" = V-0" y ,., v 1 4x8 >T5 A 2X6 AT 12" OC B 2X6 AT 16" O.0 C 2X6 AT 24" OC D 2X6 AT 12" OC E 2X8 AT 16" OC F 2X6 AT 24" OC G 2XIO AT 12" O.0 H 2X10 AT I&" OC J 2XIO AT 24" OC K (2)2X10 AT 16" OC L 2X12 AT 12" OC M 2X12 AT IV' OC N 2Xi2 AT 24" OC P (2)2X12 AT 16" O.0 INDICATES SPAN AND DIRECTION OF ROOF JOISTS AND R,4FTER5 INDICATES SPAN AND DIRECTION OF ROOF TRUSSES INDICATES SPAN AND DIRECTION OF FLOG JOISTS INDICATES SPAN AND DIRECTION OF CEILING JOISTS OF INDICATES EG( OiSTS (SLOPEPEDIRECTION AS RECUIREED) I -JOIST TABLE MARK DEPTH SPACING MANUFACTURER OPTIONS 1. C. B. O. A Q- I -JOIST a 121, OC, d) TJl t 210 (230)* b) LPI ! 225 (3W ESR-1153 PFC-3154 R- 9 1/21, I -JOIST 0 16" OC. c) BCI It 450 (50& NER-446 S- I -JOIST 9 IS2" O.C. U- I -JOIST 8 12i1 O.C. 8) TJI ! 210 (230)* b) LPI It 225 (3W ESR-1153 PFC-3154 V- 11 it8" I -JOIST 0 16t1 O.C. c) 50 / 450 (500)* NER-446 W- I -JOIST e 19211 O.C. X- I-J015T 12" OC, a) TJl t 230 (360)* E5R-1153 b) LPI ! 300 (36) * PFC-3154 Y- 14{1 I-JO15T III 1(o"' O.C. c) BCI t 500 (bw0 NER-446 1_� 1-JOIST e 1321" OC, T MANUFACTURED WOOD * USE MODEL NO. IN PARENTHESIS WHEN MARK TRUSS a 24" ac. (BY OTHERS) 15 FOLLOWED BY AN ASTERISK Fb I Fv I E ICBO" NOTE: SEE MANUFACTURERS CATALOG FOR PARALLAM 2800 290 12.0 ER-4'319 WEB STIFFENER REQUIREMENTS, PSLlLVL VERSA -LAM 2800 285 20 ER-5512 GANG LAMT 2950 2W 2.0 ER-4321 STRUCLAM TO 2950 285 2.0 NER-412 U.P.A. = "UNDER POST ABOVE` HEADERS AND BEAMS, REFER TO ENGINEERING CALCS. ■ ® 0 INDICATES INTERIOR BEARING WALL FRAMW NOTES LEGENDI MARK: DESCRIPTION SPN12: I6d SOLE PLATE NAILING O 12" O.G. 5PN10: I&ol 50LE PLATE NAILING A 1011 O.C. SPNS- 16d SOLE PLATE NAILING a 811 O.G. SPN16- 166 SOLE PLATE NAILING S 6" O.C. SPN4-, 16d SOLE PLATE NAILING Q 4" O.C. (STAGGERED) SPN3- 16d SOLE PLATE NAILING a 3" O.C. (STAGGERED) SPN2- 16d SOLE PLATE NAILING 's 2" O.C. (STAGGERED) SCR&: 3/8" 6 x 6.5" SOLE PLATE SCRs=WS AT S" o/c SCR&: 3/8" 0 x 6.5" SOLE PLATE SCREWS AT 6" o/c PROVIDE DBL. FJ/BLK (OR 3 1/2" PSL/LVL) WHEN SPN 15 LESS THAN &'! o/c. PROVIDE 3 1/2" PSL/LVL AT SCR& 4 SCRB. MAX. HEIGHT OF STUDS (10 MPH/EXP.C) SIZE 4 SPACING MAX ALLOWABLE HEIGHT H (ft.) 1 4 2- STORY BEARING WALLS tdtr"OWM OM FLOOR A* 004F)t 3- STORY BEARING WALLS roA III"OW" ma R.00ft .ac s NON -BEARING WALLS 2X4 9 I6" OC. 101-01, - 14'-0" 2X4 6 12" oc. 10'-011 S'-0" 14'-0" 2X4 0 8" O.C. III_011 101-0}1 14'-6" 2X& a 1611 czc 131-011 12'-0" 20'-0" 2X& -9 12t1 c.c. 151-011 14'-0" 201-011 2X6 0 8" or-, 161-611 1'f'-&" 231-611 NOTES: 1. *SEE SHEET "SGN" FOR SHEAR WALL SCHEDULE. 2. APPLY SHEAR PRIOR TO FRAMING OF PERPENDICULAR WALL AND/OR BOX -OUTS. (WHERE APPLICABLE) 3. PROVIDE BALLOON FRAMED WALLS AT VAULTED CEILINGS AND EXTERIOR STAIR WELL WALLS. 4. PROVIDE (2) SIMPSON A23 (ONE ON E/S OF T"S) AT EACH END SUPPORT OF ALL ROOF GIRDER TRUSSES. (USE (1)A23 FOR i-PLY GIRDER TRUSSES, NO A23's REQUIRED AT DRAG STRAP LOCATIONS) I W cc LLI uj C3 Uj Z W Jw N o, W C00 �+. c) INN _ 0) �F- Qco� ULd' Z) uj Q VJ z CCOF- 2 od WF— 00d Cl� T— CO CL U_ C4m STRUCTUHIRAL RNOINEERS DATE: 08/ 10/04 SCALE: DRAWN: JOB NO. 4557 S2 n z, y, i,f . ' �. . 1. THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING WORK THE ARCHITECT OR ESVFW, INC. SHALL BE NOTIFIED OF ANY DISCREPANCY. 2. DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. 3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON PROJECT, 4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE ISSI UBC/2001 CBC AND ANY OTHER REGULATING AGENCIES WHiCH HAVE AUTHO-RITY OVER ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFOR 41A DIVISION OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. 5. APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OR ALOWABLE FAILURE TO COMPLY WITH THE PLANS AND ,SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE DESIGNER OR ENGINEER FOR INTERPRETATION OR CLARIFICATION. 6. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR PiT$, TRENCHES, ROOF OPENINGS, DEPRESSIONS ETC. NOT SHOWN ON STRUCTURAL DRAWINGS. 1. VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY ESVFME, INC. 6. THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. 15 50LE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY ESVFAA, INC. THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SWEAR WALL$, ROOF AND FLOOR DIAPHRAGMS AND FINI$W MATERIALS. HE $HALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. OBSERVATION VISITS TO THE SITE BY E%*W NO. SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. B. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, ESVFME, NC. AND THE SOIL ENGINEER SHALL BE NOTIFIED IMMEDIATELY. 10. CONSTRUCTION MATERIALS 0-HALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE WAS NOT ATTAINED DESIGN STRENGTH. 11. CONSTRUCTION DOCUMENTS IDENTIFIED AS "81D SET" ON ANY OR ALL SWEETS MAY BE SUBJECT TO REVIEW. THiS REVIEW MAY RESULT iN CHANGES WHICH MAY BE MADE TO THE PLANS PRIOR TO THE ISSUANCE OF THE FINAL CONSTRUCTION SET WHiCH WiLL CONTAIN NO "BID SET" DESIGNATIONS. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS AND THEY SHOULD NOT IN ANY WAY BE USED AS SUCH. 12. ALL GUARD RAILS AND HANDRAILS SHALL SE DESIGNED TO WITHSTAND A LATERAL LOAD OF 20 POUNDS PER LINEAL FOOT APPLIED HORIZON- TALLY AT RIGHT ANGLES TO TOP RAiL. (50 PLF FOR COMMERCIAL) 13. THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE IN MARKETING. EXTERIOR ELEVATIONS AND OTHER DETAILS ON THESE PLANS ARE ONLY A REPRESENTATION AND MAY VARY SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION, 14. SLAB ON GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS RECOMENDATIONS SOLELY. THE 5LA5 ON GRADE 15 A NON-STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED BY THE STRUCTURAL DESIGN ENGINEER 15. IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES AND THE STRUCTURAL GENERAL NOTES (SHT $GN), THE MORE STRINGENT REQUIREMENT SHALL GOVERN. t ALL REINFORCING SHALL BE ASTM A-615-40 FOR *4 BARS AND SMALLER ALL REINFORCING SHALL BE ASTM A-615-60 FOR 05 BARS AND LARGER WELDED WiRE FABRIC TO BE ASTM A-185, LAP i-1/2 $PACES, S" MIN, FOR STRUCTURAL SLABS ALL REINFORCING "5 AND LARGER TO BE A5TM A-615-60 2. ALL BARS SHALL BE DEFORMED AS PER ASTM A-305, 3. ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OR OTHER MATERIALS LIKELY TO IMPAIR BOND. 4. ALL BENDS SHALL BE MADE COLD, 5. SPLICING OF BARS IN CONCRETE $HALL HAVE A LAPPING OF: 42 DiA. FOR 04 BARS 4 SMALLER 62 DIA FOR 05 % BARS 18 DIA FOR *1 BARS 4 LARGER OR 24" MIN. MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF 48 DiA. OR 2'-0" WHICHEVER IS GREATER 6. ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE. 1. CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. COVER SHALL BE AS FOLLOWS - A, POURED AGAINST EARTH 311 B. POURED AGAINST FORM BELOW GRADE 211 06 AND LARGER 2" 05 AND SMALLER 1 1/21, C. FORMED SLABS 1" D. SLABS ON GRADE (FROM TOP OF SLAB) 1" E. COLUMNS AND BEAMS TO MAIN BARS 2" F. WALLS - EXPOSED TO WEATHER 2" NOT EXPOSED TO WEATHER, 011 AND SMALLER I" M4 AND M8 1 1/2° 1, ALL CONCRETE SHALL CONFORM TO THE 1881 U5C12001 CBC 2. CONCRETE SHALL BE DESIGNED AND TESTED AS OUTLINED IN THE SPECS. 3. "CONCRETE MIX SHALL CONFORM TO UBC/CBC TABLE IS-A-4 BASED ON SULFATE EXPOSURE AS DETERMINED IN $OILS REPORT" ALL CEMENT SHALL CONFORM TO ASTM C-150 4. FINE AND COARSE AGGREGATE $HALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT CONCRETE AND ASTM C-330 FOR LIGHT WEIGHT CONCRETE. 5. ALL AGGREGATE SHALL BE COMPARABLE TO "SAN GABRIEL VALLEY" AGGREGATE. THE SHRINKAGE SHALL BE AS PER ASTM C-i51 WITH THE AVERAGE DRYING SHRINKAGE AT 26-DAYS NOT EXCEEDING 0.0411o. (o. DRYPACK $WALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MODE THAN THREE PARTS SAND. 1. ANCHOR BOLTS, HOLDOWN BOLT5, DOWELS, INSERTS, ETC. SHALL BE SECURELY TIED iN PLACE PRIOR TO POURING CONCRETE. 8. CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10-DAY6 OR BY AN APPROVED CURING COMPOUND. B. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR DEPRESSIONS, PITS, ETC. 10. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, SCORING, ETC. FOR CONCRETE WALKS AND $LAB$. 11. ALL STRUCTURAL CONCRETE PC = 30M PSI ALL SLAB -ON -GRADE Pc = 2,500 PSI ALL CONTINUOUS FOOTINGS AND PADS Pc = 2,500 PSI ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS. 12. ALL CONCRETE WITH Fb GREATER THAN 2,500 PSI SHALL HAVE SPECIAL INSPECTION PER SECTION 1102 OF THE UBC/CBC UNLESS NOTED OTHERWISE. 13. CONCRETE FOR $LAB ON GRADE SHALL HAVE A MAXIMUM OF 4" OF SLUMP PER ASTM C-143.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE. CEMENT ASTM C-150 TYPE i OR 2 -9 It aiwl 1. THE DEPICTIONS OF ALL MISCELLANEOUS FABRICATED METAL PRODUCTS SHOWN HEREON ARE NOT INTENDED TO BE USED AS FABRICATION SHOP DRAWINGS. THE METAL FABRICATOR SHALL BE RESPONSIBLE FOR ALL METAL FABRICATION DESIGNS IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL CODES AND POLICIES A5 WELL AS THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION AND ANY OTHER INDUSTRY STANDARDS. ALL METAL FABRICATION DESIGNS ARE TO BE SUBMITTED TO AND APPROVED BY THE LOCAL BUILDING INSPECTION DEPARTMENT RESPONSIBLE FOR THE PROJECT PRIOR TO FABRICATION. ALL DIMENSIONS, DETAILS, ETC., SHOWN HEREON ARE INTENDED TO BE SCHEMATIC AND THE DESIGN 1$ TO BE VERIFIED WITH ALL AFFECTED SUBCONTRACTORS, FiELD CONDITION$, AND THE REQUIREMENTS OF ALL GOVERNING AGENCIES AND FABRICATION STANDARDS. FABRICATION AND ERECTION OF STRUCTURAL STEEL $WALL BE IN ACCORDANCE WITH "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.",AISC, CURRENT EDITION. STEEL TO CONFORM TO ASTM A-36. 2. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, USING THE ELECTRIC SHIELDING PROCESS AND CONFORMING TO AWS SPECIFICATIONS, E10XX ELECTRODE. 3. ALL STRUCTURAL STEEL SHALL BE FABRICATED IN THE SHOP OF A LICENSED FABRICATOR AND SHOP DRAWINGS $HALL BE SUBMITTED TO ESUFME, NO. THROUGH THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. STEEL FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE GENERAL CONTRACTOR AND OWNER FOR REVIEW PRIOR TO FABRICATION. ANY PROPOSED DEVIATION, ADDITION OR QUESTIONS SHALL BE NOTED CONSPICUOUSLY AND CLEARLY ON THE SHOP DRAWINGS. STEEL FABRICATOR SHALL FIELD CHECK ALL DIMENSIONS PRIOR TO ERECTION TO PROVIDE FOR A PROPER PIT. ALL FIELD WELDING EXCEPT MINOR AND TACK WELDING SHALL BE CONTINUOUSLY INSPECTED BY AN APPROVED WELDING INSPECTOR 4. USE 3/4" ROUND MACHINE BOLTS, 13116" ROUND HOLES, FOR ALL CONNECTIONS, UNLESS OTHERWISE $WOLIN. ALL BOLTS $WALL CONFORM TO ASTM A-301 FOR UNFINISHED BOLTS, EXCEPT WHERE SPECIFICALLY NOTED AS HIGH STRENGTH BOLTS WHICW SHALL CONFORM TO A$TM A-325 OR A$TM A-490. Hi TENSILE BOLTS $HALL BE THE FRICTION TYPE AND THERE SHALL BE NO PANT, OiL, LACQUER, OR GALVANIZING BETWEEN THE CONTACT SURFACE. HIGH STRENGTH BOLTS REQUIRE SPECIAL INSPECTION PER SEC. 1101.5b 5. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT -DIPPED GALVANIZED AFTER FABRICATION. 6. PiPE COLUMNS SHALL CONFORM TO ASTM A-53-5 (TYPE E OR S) 1. TUBE COLUMNS SHALL CONFORM TO ASTM A-501 OR A-500 GRADE B. 6. WHERE FINISH 15 ATTACHED TO STRUCTURAL STEEL PROVIDE 1/2" BOLT HOLES AT 4'-0" O/C FOR ATTACHMENT OF NAILERS, SEE ARCHITECTURAL DRAWINGS FOR FINISHES. (OR NELSON STUDS 1/2" X 3" CPL ). LUMBER/CARPENTRY I. ALL STRUCTURAL LUMBER SHALL BE GRADED IN ACCORDANCE WITH THE STANDARD GRADING RULES NO.16 FOR WEST COAST LUMBER AND UBC/CBC STANDARD NO.23-1, 2. ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR. 3. HOLES FOR BOLTS SHALL BE BORED WITH A 51T 1/32" TO 1116" LARGER THAN THE NOMINAL BOLT DIAMETER 4. ALL BOLTS SHALL BE RE -TIGHTENED PRIOR TO APPLICATION OF PLYWOOD, PLASTER, ETC. 5. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR DETAILED. 6.2X SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS OR RAFTERS AT ALL SUPPORTS, EXCEPT WHEN LEDGERED. 1. CROSS -BRIDGING SHALL BE PROVIDED AT V-0" O.C. MAX. FOR ALL FLOOR JOIST$ OVER 10" IN DEPTH AND ALL ROOF JOISTS OVER 10" DEPTH. USE SOLID BLOCKING OR AN APPROVED TYPE METAL BRIDGING. 8. ALL STRUCTURAL PLYWOOD SHALL BE STRUCTURAL 11 OR C-D GRADE WITH EXTERIOR GLUE UNLESS NOTED OTHERWISE AND CONFORM TO PS-1-63. EACH SWEET SHALL BE INDENTIFiED BY A REGISTERED STAMP DF.P.A OR A.P.A. S. ALL BOLTS BEARING ON WOOD SHALL WAVE STANDARD CUT WASHERS UNDER HEAD AND NUT UNLESS NOTED OTHERWISE. 10, ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SHALL BE FROM SIMPSON STRONG -TIE (TM). SUBSTITUTION$ MUST BE PRE -APPROVED IN WRITING BY ESI/FME. i1, ALL STRUCTURAL LUMBER $HALL BE DOUGLAS FIR -LARCH, IS% MAX. MOISTURE CONTENT, OF THE FOLLOWING GRADES UNLESS NOTED OTHERWISE : 2X4 STUDS (UP TO 10') "STUD GRADE" OR BETTER 2X4 STUDS (OVER 10') . . . . . . . ."CONSTRUCTM GRADE" 2X PLATES . . . . . . . . . . . "STANDARD GRADE" OR BETTER 2X6 STUDS.. . . . . . . . . . . NO2 2X JOIST . . . . . . . . . . . . . .NO2 5EAMSMEA0E9$1P0STS .NO2 4X10 AND SMALLER . . N 4X12 AND LARGER . . . . . . . O.1 NOJ 6X AND 8X. . . . . . . . . . ROOF PLANKING AND DECKINGCOMDEX BOARD SHTG. AND STRIPPING -SUITABLE FOR INTENDED USE, 11331 NOS STRESS VALUES FOR DOUGLAS FiR-LARCH: SINGLE/REPETiTIVE 2X4 02: Fb= 131511510 P51 f fv=85 PSf E=Ibxl0 6 2X6 02. Fb= 1140/1310 PSi 2X8 02, Pb= 1055/1210 PSI 2X10 02: Pb= 965/1105 PSI 2X12 42. Pb= 61511006 PSI 2X14 $2. Fb= 190/ 805 PSI 4X6 02: Fb= 1140 PSi 4X8 02: Fb= 1140 PSI 4XI002: Fb= 1050 PSI 4Xi2 $h Fb= 1100 PSI 4X14 M: Pb= 1000 PSI 4X16 *I- Fb= 1000 PSI 6XI0 1: Fb= 1350 PSI 6XI2 01. Fb= 1321 PSI 12, ALL NAILING TO BE PER TABLE NUMBER 23-11-8-1 OF 1881 U5C/2001 CBC, UNLESS NOTED OTHERWISE. 13. PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE LAiD CONTINUOUS OVER TWO OR MORE SPANS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWSE). STAGGER ALL PLYWOOD PANELS A MINIMUM OF 4'-011. 14. WHENEVER LATERAL BRACING OF WEB MEMBER IN TRUSSES iS REQUIRED, THE LATERAL BRACE MUST END ON AN EXTERIOR BEARING WALL. 15. FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL LIGHT FIXTURES, CABINETS, WARDROBES, TOWEL BARS, AND HANDRAILS AS REQUIRED AND REQUESTED BY GENERAL CONTRACTOR 16. EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE SLAB $HALL BE INSTALLED A MINIMUM OF Co" ABOVE EXPOSED EARTH AND AT LEAST I" ABOVE SLAB ON METAL POST BASES. (EXCEPTION: POSTS OR COLUMNS OF APPROVED WOOD WITH NATURAL RESISTANCE TO DECAY OR TREATED WOOD). POSTS OR COLUMNS RESTING ON CON- CRETE PiERS SURROUNDED BY EXISTING GRADE SHALL BE A MINIMUM OF 8" ABOVE ADJACENT GRADE PER UBC/CBC SECT. 23MB. ALL ISO- LATED INTERIOR AND EXTERIOR WOOD POSTS ATTACHED DIRECTLY TO CONCRETE SHALL BE SECURED WITH SIMPSON 'PB' OR EQUIVALENT. 11. PROVIDE 2x4 PLAT HEADERS AT ALL INTERIOR NON -BEARING OPENING$ UP TO 36 INCHES IN WIDTH AND 44 HEADERS FOR OPENINGS 3 TO 6 FEET iN WIDTH. I& PROVIDE MINIMUM 1/2" CLEARANCE (VOID SPACE) FROM TOP OF ALL INTERIOR NON -BEARING PARTITIONS TO ROOF AND CEILING FRAMING ABOVE. 18. ALL EXTERIOR WALLS ADJACENT TO VAULTED CEILINGS SHALL BE BALLOON FRAMED WITH CONTINUOUS STUDS TO BOTTOM CHORD OF TRUSS OR RAFTER 20. WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL COVERING, PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS BETWEEN SOLE PLATE AND ANY TOP PLATE. "Z" BAR METAL SHALL BE USED AT EXTERIOR HORIZONTAL JOINTS, 21. INSTALL FiREBLOCKS TO CUT OFF ALL HORIZONTAL AND VERTICAL DRAFT OPENINGS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE OF 2 INCH NOMINAL THICKNESS. LOCATION OF FIREBLOCKS SHALL INCLUDE., A. STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS. B. AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOORS C. BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS. 22. FASTENING OF MULTIPLE MEMBERS: DOUBLE I-JOISTSi PROVIDE FILLER BLOCK BETWEEN JOISTS. NAIL WEB w/2 ROWS 10d NAILS a 6" o/c, CLINCHED. DOUBLE 4 TRIPLE JOISTSf 166 NAILS AT 12" O.0 STAGGERED (BOTH SIDES FOR TRIPLES). FOUR OR MORE J015TSf 1/2" DIA M.B's AT IS" O.0 STAGGERED, 4X OR LARGER 5EAM5f 1/2" DIA, M.B's AT 12" O.0 STAGGERED. 23. ALL ROUGH OR RESAWN BEAMS ARE TO BE FREE OF GRADING STAMP LABELS AND FREE OF HEART CENTER 24. ALL HANGING JOISTS SHALL BE HUNG WiTH SIMPSON "LUS" HANGERS UNO., AND SIMPSON "iTT" FOR TJI's, URO. 25, ALL BEARING WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH DOUBLE JOISTS OR SOLID BLOCKING UNLESS NOTED OTHERWISE. 26, ALL BEAMS TO BE SUPPORTED WITH FULL BEARING, UNO 21, ROOF SHEATHING iS TO CONTINUE UNDER CALIFORNIA FRAMING, TYP. 28. APPLY SWEAR WALL PLYWOOD PRIOR TO ALL BOX -OUTS, FUR -OUTS, SOFFITS OR ANY OTHER FRAMING THAT MAY INTERRUPT CONTINUITY OF THE PLYWOOD. 28. PROVIDE FURRING AS NEEDED TO ALIGN NON -SHEAR WALLS WiTH SHEAR WALLS. 30. PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE NAILING AT 2" O.0 31. DOUBLE TOP PLATES w/MIN. 48" LAP SPLICES TO BE PROVIDED w/MIN (6)16d's PER TOP PLATE SPICE. 32. TOP PLATE BREAKS ARE $WALL OCCUR OVER A STUD OR POST, 33. SOLID BLOCKING BETWEEN PERPENDICULAR JOIST AT BEARING AND AT SHEAR WALL$. 34. ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF HEART CENTER 35. ALL ISOLATED POSTS AND BEAMS TO HAVE SIMPSON M's AND/ OR BC's MINIMUM, UNLESS NOTED OTHERWISE. 36. ALL SIMPSON HD, PA, AND CB HOLDOWNS TO BE FASTENED TO 44 POST MIN., UNO. 31. ALL EXTERIOR WALL$ AND INTERIOR SWEAR 4 BEARING WALLS ARE TO BE SECURED WITH 5/6" DiA x 12" ANCHOR BOLTS AT 12" O.C., UNO.. w/2 1/2" Sax 1/4" THICK PLATE WASHERS 38. ALL INTERIOR NON-SHEARIBEARiNG WALLS TO BE SECURED WITH SHOT PINS PER MANUFACTURER'S RECOMMENDATION, UNO. CALCULATIONS GOVERN IN ALL CASES. RECOMMEND RAMSETlREDWEAD 15160 AT 24" O.C. PER IC50 REPORT NO. 1141. 38. ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE CONSTRUCTED PER SECTION 2320 OF THE UBC/CBC, UNO. 4D. ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE CONTRACTOR AND THE ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER REVIEW. 41. TRUSS MANUFACTURER TO PROVIDE CALCULATIONS, SHOP DRAWINGS, DETAILS, TRW&$ HANGERS, BRIDGING AND ERECTION BRACING. 42. PROVIDE DOUBLE 2X SOLE PLATES WITH SOLE PLATE NAILING AS SPECIFIED ON THE PLANS AT BOTH PLATES WHERE 1 1/2" LIGHT WEIGHT CONCRETE 18 USED AT THE FLOOR 43, WHERE BOTH TOP PLATE$ ARE BROKEN, $TRAP WiTH ST6224 MiN, UNO. 44. COMMON NAILS SHALL BE USED FOR ALL PLY SHEATHING TOP PLATE SPLICES 4 SOLE PLATE NAILING. ALL HARDWARE SHALL BE INSTALLED WITH NAILS PER THE MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS. Lei 1. ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF i-1/2" DOUGLAS FIR LAMINATIONS, COMBINATION 24-F PER AITC. 2, IND, APP. GRADE: Fb=2400 P51f Fv=165 PSi+ E=1BXI06PSi 3. INDUSTRIAL APPEARANCE GRADE SHALL BE USED, WITH MOISTURE CONTENT BETWEEN 1 - 14 PERCENT, UNLESS NOTED OTHERWISE. 4. FABRICATOR $HALL BE A MEMBER OF AITC AND ALL FABRICATION SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF "TIMBER CONSTRUCTION STANDARD" BY AI.T.C- LUMBER SHALL BE MARKED WITH AN AITC QUALITY MARK INDICATING CONFORMANCE WITH THE COMMERCIAL STANDARD "STRUCTURAL GLUED LAMINATED LUMBER 5. GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A CERTIFICATE OF INSPECTION. CONTRACTOR SHALL BEAR EXPENSES OF INSPECTION AND TESTS. A CERTIFICATE OF INSPECTION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT. (o. THE FABRICATOR SHALL $UBMiT COMPLETE SHOP DRAWINGS TO BUILDING DEPARTMENT AND ESVFME, NC. FOR APPROVAL PRIOR TO FABRICATION. 1. ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A RADIUS=1600 UNLESS NOTED OTHERWISE. 8. PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD FROM ABOVE TO TOP PLATES BELOW WHEN POST BEARS ON AN I -JOIST. B. PROVIDE DOUBLE I -JOIST OR DOUBLE I -JOIST BLOCKS (OR 3 1/2" SOLID BM./BLOCK) WHEN 1(od 50LE PLATE NAILING 15 LESS THAN b" O.G. AT $HEAR WALL ABOVE. 10. REFER TO I -JOIST CATALOG FOR DRILLING OF HOLES THR1 WEB. 11. REFER TO MANUFACTURER'S RECOMMENDATIONS FOR NAILING LIMITATION$. 1. MANUFACTURER $WALL SUPPLY TO THE ARCHITECT/ENGiNEER AND THE BUILDING DEPARTMENT, CALCULATION$ AND SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION. ALL CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED BY A CALIFORNIA REGISTERED PROFESSIONAL ENGiNEER. IT SHALL BE THE RESPONSIBILITY OF THE MANUFACTURER TO OBTAIN BUILDING DEPARTMENT APPROVAL FOR CALCULATIONS AND "HOP DRAWINGS PRIOR TO FABRICATION. 2. TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST LOCAL BUILDING CODE FOR ALL LOADS IMPOSED, INCLUDING LATERAL LOAD$ AND MECHANICAL EQUIPMENT LOADS. 3. ALL CONNECTOR$ $WALL BE IC50 APPROVED AND OF ADEQUATE STRENGTH TO RESIST STRESSES DUE TO THE LOADINGS INVOLVED. 4. TOTAL LOAD DEFLECTIONS SHALL BE LIMITED TO L/240 5. CROSS BRIDGING AND/OR BRACING SHALL BE PROVIDED AND DETAILED AS REQUIRED TO ADEQUATELY BRACE ALL TRUSSES. 6. TRUSSES $HALL BE INSTALLED WITH A WOOD MOISTURE CONTENT OF IS% OR LESS. 1. TOP 4 BOTTOM CHORDS SHALL BE DOUG-FIR LARCH S. EACH TRUSS $HALL BE LEGIBLY BRANDED, MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED THERETO THE FOLLOWING INFORMATION LOCATED WITHIN 2 FEET OF THE CENTER OF THE SPAN ON THE FACE OF THE BOTTOM CHORD: a) IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS. b) THE DE51GN LOAD. c) THE SPACING OF THE TRUSSES. 13. PROVIDE SIMPSON DTC -a 24" o/c AT ALL INTERIOR NON -BEARING AND NON -SHEAR WALLS. 10. PROVIDE 1/2" CLEARENCE (PRIOR TO LOADING ROOF) BETWEEN TRUSSES AND INTERIOR NON -BEARING WALLS. FOUNDATION/SITEWORK 1. THE FOUNDATION DESIGN 1$ BASED ON THE FOUNDATION iNVESTiGATION BY SOIL REPORT SUBMITTED: 2. THE ALLOWABLE SOiL BEARING VALUE 15 1000 PSF FOR CONTINUOUS FOOTINGS. 3. ALL SiTE PREPARATION, EXCAVATION AND COMPACTION SHALL BE DONE UNDER THE SUPERVISION OF THE $OiL ENGINEER 4. SEPARATE PERMITS $WALL BE OBTAINED FOR ALL FENCES AND WALLS, AS REQUIRED. 5. PROVIDE NON -EXPANSIVE FILL AS REQUIRED TO LEVEL PAD. 6. SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE SHALL BE 2% FROM BUILDING TO SWALE LiNE. SWALE $WALL DRAIN AT 1% (MIN.) FROM REAR OF BUILDING TO STREET. 1. THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM TWE BOTTOM OUTSIDE CORNER OF ANY FOOTING. 8. PROVIDE 6 MiL VISQUEEN UN.O. UNDER SLAB (EXCEPTION: GARAGE SLAB AS RECOMMENDED BY SOiLS REPORT). 9, ALL 14OLDOU N ANCHORS 4 POST BASES SHALL BE TIED INTO PLACE PRIOR TO FOUNDATION INSPECTION. 10. PLACE 20'-0" REBAR IN FOUNDATION AT SERVICE LOCATIONS. STUB UP REBAR ABOVE THE FLOOR BY ELECTRIC SERVICE METERS. 11. FOR THE LOCATION OF CONTROL JOINT$, REFER TO THE FOUNDATION PLAN. (ZIP STRIP OR EQUAL). MINIMUM OF 20'-0" D.C. EACH WAY iS RECOMMENDED. 12. DRIVEWAY PAVING $HALL BE 4" PORTLAND CEMENT CONCRETE. (5 SACKS MIN.). 13. FOR POST -TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS. 14. MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT $HALL CONFORM TO THE SOILS ENGINEER'S RECOMMENDATIONS, UAO_ 1. ALL MASONRY WORK SHALL CONFORM TO THE LATEST EDITION THE UNIFORM BUILDING CODE. 2. CONCRETE BLOCK SHALL BE OF SIZES SHOWN ON ARCHITECTURAL DRAWINGS AND/OR CALLED FOR IN SPECS. AND CONFORM TO ASTM C80-86, GRADE "N-1" NORMALWEIGHT UNiTS WITH MAXIMUM LINEAR SHRINKAGE OF 0.06 % f'm = 1500 PSI GROUTED REINFORCED CELLS. 3. MORTAR MiX SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT AND THREE PARTS SAND AND NOT LESS THAN 114 PART NOR MORE THAN 1/2 PART LIME PUTTY FOR TYPE 'S' MORTAR MINiMU"i COMPRESSION STRENGTH TO BE f'c = 2000 PSi. 4. GROUT MIX $HALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO 2.1 TO 3D MAX PARTS SAND AND NOT LESS THAN TWO PARTS PEA GRAVEL, MAX. GROUT LIFT = 4'-0' SPECIAL INSPECTIONS SHALL BE REQUESTED FOR HIGH LIFT GROUTING. MINIMUM COMPRESSION STRENGTH TO BE f'c = 2000 PSi. 5. PROVIDE CLEANOUT OPENING$ AT BOTTOM OF ALL VERTICALLY GROUTED CELLS iF GROUT LIFT EXCEEDS 4'-0'. 6, ALL REINFORCING SHALL HAVE A MINIMUM COVERAGE OF 1/2" GROUT. 1, BOLTS SHALL BE GROUTED WITH I" OF GROUT BETWEEN BOLT AND MASONRY. 8, NO PIPES OR DUCTS $HALL BE PLACED IN MASONRY WALLS UNLESS SPECIFICALLY NOTED OR DETAILED. B. DOWELS IN CONCRETE FOR MASONRY WALL$ $HALL BE THE SAME SiZE AND SPACING AS MASONRY WALL REINFORCING. 10, ALL MASONRY, EXCEPT VENEER SHALL BE REINFORCED GROUTED MASONRY, GROUT CELLS CONTAINING REINFORCING UNLE65 NOTED OTHERWISE. GROUT 50LiD ALL MASONRY RETAINING EARTH UP TO 6" ABOVE RETAINING WALL. 11, ALL VERTICAL REINFORCING IN MASONRY WALLS NOT RETAINING EARTH SHALL BE LOCATED IN THE CENTER OF THE WALL, UNO, 12. REINFORCING SHALL BE SECURELY HELD AND BRACED IN PLACE TO PREVENT MOVEMENT WHILE PLACING MASONRY. 13. MASONRY TO HAVE SPECIAL INSPECTION PER SECTION 1102 OF THE UBC/CBC WHEN SPECIFIED. x x, LATERAL SHEAR NOTE ( ISB1 UBC/2001 CBC : SEISMIC ZONE 4) FRAMING MEMBERS DOUG-FIR LARCH A VERTICAL:li 0I6 O.C. 1. 2 LAYERS 5/6" BLOCKED DRYWALL WITH 6d COOLER NAILS AT S" O.0 AT EDGES 4 FIELD AT BASE LAYER, Sd COOLER NAILS AT 1" OZ AT EDGES AND --- 125 PLF FIELD AT FACE LAYER 50 PLF 2, 1/2" DRYWALL WiTH 5d COOLER NAILS AT 1" O.0 AT EDGES AND FIELD (TABLE 25-1 UBC/CBC) 3. 5/8" DRYWALL WITW bd COOLER NAILS AT 1" O.0 AT EDGES AND FIELD ---- 58 PLF (TABLE 25-1 UBC/CBC) 4. 1/2" DRYWALL WiTH 5d COOLER NAILS AT 4" O.0 AT EDGES AND FIELD --- 63 PLF (TABLE 25-1 UBC/CBC) 5. 50' DRYWALL WITH bd COOLER NAILS AT 4" O.0 AT EDGES AND FIELD -- 13 PLF (TABLE 25-1 UBC/CBC) 6. 1/2" BLOCKED DRYWALL WITH 5d COOLER NAILS AT 4" O.0 AT EDGES - -- 15 PLF AND FIELD. (TABLE 25-1 UBC/CBC) 1. 5/8" BLOCKED DRYWALL WITH 6d COOLER NAILS AT 4" O.0 AT EDGE$ - -- SS PLF AND FIELD. (TABLE 25-1 UBC/CBC) 8. 1/8" STUCCO OVER APPROVED LATH WITH I6 GAUGE STAPLES . _ Iw PLF AT 6" O.C. AT TOP AND BOTTOM PLATES, EDGES OF $HEAR WALL, AND FIELD (TABLE 25-1 UBC/CBC) B. 1/8" STUCCO OVER APPROVED LATH WITH i6 GAUGE STAPLES AT 3" O.0 ----- 260 PLF AT TOP AND BOTTOM PLATE$, EDGES AND b" O.0 AT FIELD. IC50 REPORT NO.1254 (OR EQUAL) 10, 3/6" WOOD $TRUCTURAL PANEL WiTH 8d COMMON NAILS AT 6" O.0 AT EDGES AND 12" O.0 AT FIELD (TABLE 23-11-1-1 UBC/CBC) - 260 PLF il. 30' WOOD STRUCTURAL PANEL WITH 8d COMMON NAILS AT 4" O.0 AT EDGE5 AND 12" OL AT FIELD (TABLE 23-11-1-1 UBC/CBC) - 350 PLF 12, 30' WOOD ,STRUCTURAL PANEL WITH 8d COMMON NAILS AT 3" O.0 AT _ -._ 480 PLF EDGES AND 12" O.0 AT FIELD (TABLE 23-11-1-i UBC/CBC) 13. 3/8" WOOD STRUCTURAL PANEL WITH Sd COMMON NAILS AT 2" O.0 AT EDGE$ AND 12" 04; AT FIELD (TABLE 23-I1-1-1 UBC/CBC) - 640 PLF 14. 1/2"(OR 15/32) WOOD STRUCTURAL PANEL WITH 10d COMMON NAILS AT 2" O.0 AT EDGES AND 12" O.0 AT FIELD (TABLE 23-11-1-1 UBC/CBC) - 110 PLF S. 1/2"(OR 15/32) $TRUCT. I WOOD PANEL WiTH 10d COMMON NAILS AT 2" O.0 AT EDGES AND 12" O.0 AT FIELD (TABLE 23-i1-1-1 UBC/CBC) - 810 PLF NOTES: A. WOOD STRUCTURAL PANEL: MATERIAL APPROVED BY APA, PFS/TECO OR PITTSBURG TESTING LABORATORIES ( THIS INCLUDES 065) THESE VALUES ARE FOR DOUG-FiR LARCH OR SOUTHERN PINE, OTHER LUMBER SPECIES MAY DIFFER iN $HEAR CAPACITIES. B. WHERE WOOD STRUCTURAL PANEL iS APPLIED ON BOTH FACE$ OF WALL AND NAIL SPACING iS LESS THAN 6" O.C, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3X OR WIDER AND NAILS STAGGERED ON EACH SIDE. C. FOR ALLOWABLE SHEAR VALUES GREATER THAN 350 PLF, PROVIDE A MINIMUM OF SINGLE 3x MEMBER AT FOUNDATION SILL PLATES 4 ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS. NAILS $WALL BE STAGGERED IN ALL CASES. PROVIDE 2X MEMBERS OTHERWISE, D. 2 1/4" $Q. x 1/4 TWIW STEEL PLATE WASHERS ARE REQUIRED ON EACH BOLT. (UBC/CBC SECT.1806.6.1) HORIZONTAL: ALL ROOF AND FLOOR SHEATHING TO BE EXPOSURE i OR EXTERIOR (TABLE 23-11-H AND 23-11-E-1 UBC/CSC) JOIST SPACING s 24" O.C: 15/3211WOOD STRUCTURAL PANEL PiI 24/0, WITH 8d's AT 6" O.0 AT EDGES AND BOUNDARIES, 12" O.0 FIELD. FLOOR-,- - JOIST SPACING 16" OC: 19/32" WOOD STRUCTURAL PANEL TOG SHTG, PII 32/16, w110d's AT b" OZ AT EDGES AND BOUNDARIES, 10" O.0 FIELD. JOIST SPACINGS 20" O.C: 1B/32" WOOD STRUCTURAL PANEL T4G SHTG, PII 40/20, w/10d's AT 6" O.0 AT EDGE$ AND BOUNDARIES, 10" OZ FIELD. JOIST SPACING s 24" O.G. 23/32" WOOD STRUCTURAL PANEL TOG SHTG, Pii 48/24, w/lOd's AT 6" OZ AT EDGE$ AND BOUNDARIES, 10" O.0 FIELD. t PANEL EDGE$ SHALL HAVE APPROVED T4G JOINT$ OR $WALL BE SUPPORTED WITH BLOCKING NOT REQUIRED WHEN LIGHTWEIGHT CONCRETE 16 PLACED OVER SllBFLOOR co Lc w ui W o CJ � z J ir0) a -.0) L!J CD s� U) UJ d t p il-z LIJ ; do 4 �- o) a. ul 0 0 n 0 r- in i z 0 1 1 ui -.r ui 0 cr. T l it .. .. DATE: 08/1 0/04 SCALE: DRAWN: JOB NO. 4557 GN U � Iv EXISTIws RIM J016T ADD SIMPSON HI 6 I(o " o/c NEW DRAG MEMBER HARDY PANEL (IF OCCURS) ADD 10d COMMON NAJI-5 a (011 Ole EXISTING FLOOR '-HTG, NEW 2xI2 BLOCKING EXISTING 2xl2 F.J. * 1611 o/c (VERIFY IN FIELD) ISHP--001 1 NEW FLOOR -TO -BEAM CONNECTION CURB (WHERE OCCURS) 1/2" EXPANSION JOINT EXISTING PAVEMENT EXISTING r GARAGE SLAB B-#5 —111-11 '11 1=1 I' TB v-r, + I r=sl/Fmr= SHR-0021111 c/) LU UJ F- 0 z W t- _j w o ui OD c') < c" rr 4S Lr) :�) FT: Co ow. U- �- (o � 'c") Q < di oz x o 00 < -r < U) CL LL C> C> DD r. DATE: 08/10/041 SCALE: DRAWN: JOB NO. 4557 SD1 ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS REVISION DATE DETAIL TO ACCOMODATE A A X- " ,. 1 PIECE C-12 GA 1 SPECIFIC CONDITION i4x3" HFS SCREWS EQUAL) FROM STRAPS ARE RECOMMENDED FOR CONTINUOUS HEADER CONDITION. FOR CONDITIONS, WHERE CRIPPLES" 3" 0 12" PANEL '� 1 " 31/2" 18 ' PANEL J�—� " i 31l I (OR ADJACENT FRAMING 1 1 PANEL TO TOP PLATES WITH 4 HFS SCREWS /4X4 l2 HFS SCREWS (OR EQUAL) (OR EQUAL} FROM CONNECTORS OCCUR, APPLY WOOD STRUCTURAL WHEN WELDED BY MANUFACTURER, STRAPS PANEL (WSP) BY OTHERS ARE 14 GA x 21 f2' AND ARE ATTACHED WITH A FILLET WELD. j,j !�y�s f J �; G >T t i twi C> �� �� Panels - YV �� Series G 11-17-03 24" '*-,12 GA "Z" - I PANEL TO TOP PLATES PER PLANS WHEN APPLIED IN THE FIELD, ST6224 (OR EQUAL) 2 3 3 6 I MAY BE ATTACHED WITH 10-# 10x 3/4" SELF t 2 R 18" SECTION A- A HARDY E H DY E PANEL PANEL TAPPING SCREWS. /� �++ ANCH.BOLT 94 SCREW �4, SCREW SECTION A - A 31/2" i• 1" 4 3� I M n 2 CONTINUOUS CONNECTORS IATES 37 PER PLANS BOTH STRAP TYPES ATTACH TO H ER WITH (14) 16d. 1/04 z 3s y2' HFS SCKVS MODEL HEIGHT WIDTH DEPTH HOLD DOWN QTY & DIA QTY AT QTY AT 31/2" 12 GA DETAIL B " PANEL (OR EQUAL) PANEL --` L PANEL TO HEADER I I CONTINUOUS �SiM�� NUMBER {INDHES� {INCHES} {INDHES) BOLT DIA. {IN} (INCHES} TOP {EA) BOTTOM {EA f 2 GA 1j16 C} 1 /i 6 �7- ,t`, V 0 /1� 2X FILLER ! O ! (4) 41/2" ! o I !. 1 fid NAILS Sim PLATES KING STUD 2x FILLER S TO HEADER 37 HF78x12 7/8 78 12 3-1/2 7/8 NA 7 7 HF8x12 7/8 92-1 /4 12 3-1/2 7/8 NA 8 8 A M A " 3"x65/a ACCESS _ — '! SCREWS ! ! I ! t-�_.^-' FULL DEPTH HEADER OR ! ADJACENT ;L,X1 ABOVE FRAMING (RECOMMENDED) A HF9x12 7/8 104-1/4 12 3-1/2 7/8 NA 5 5 L4LPT4 PER PLANNTH ( ! SCREWS 1 �-- „- -' FO32 0 HOLES 'I FOR 1/4 0 WOOD SCREWS SIDES) 2_t0 - -- - ( ! 2X4 OPTIONAL (OR EQUAL) ! ! rK.S, r ! ! RECOMMENDED, r•-' BUT, NOT REQ'D ! ! ST6224 1103" HFS SCREWS 0 (RECOMMENDED) (OR EQUAL) HF10x12 7/8 116-1 /4 12 3-1 /2 7/8 NA 5 5 — — (BOTH ( ! SIMPSON SEE NOTE PANEL TO HEADER ! € s 9/3270 HOLES 0 OUTSIDE OF THE FLANGE, IPGII 6 LOCATIONS EA EDGE 7/80 HOLES 0 INNER FLANGE, "0x10 A B. ! ! 3/40xt0 A B. W/CUT ! ( ._� ,�-, WASHER & NUT M �UEURT& ! ! 24 PANEL (ONLY) ( HEADER ! 1 ADJACENT �� FRAMING WITH ! ( HF78x1 8 7/8 78 18 3-1/2 7/8 NA 10 9 2 Z 4 LOCATIONS 0 EA EDGE TO ALLOW FOR 1/40 SCREWS NUT 0 24 ! PANEL {ONLY) (0 ! BOTTOM PLATE ! ADJACENT ! ! 4-HFS SCREWS 3 ! ! FRAMING WITH ! ! (OR EQUAL) "x10 4-HFS SCREWS (f) HF78x1 8 1-118 78 18 3-1 /2 1-1 /$ NA 15 13 7/8"0 HOLES 1 1$" FROM TOP 7Jg"� HOLES -. 1 � 18" FROM TOP - 1 i$" FROM BOTTOM I II! J A.B. RECOMMENDED, W� CUT ( ! (OR EQUAL) { ! BUT NOT REQ'D WASHER & ! RECOMMENDED, 3/4 x10 A.B. W/CUT NUT 0 24" BUT NOT REO'D WASHER & NUT 0 I j �+ HF8x18 7/8 �j 92-1/4 18 3-1/2 7/8 NA 8 8 HF8x18 1-1 /$ f 92-1 t 4 1 8 J 1 /2 1 `1 /8 NA 13 1 1 1 18" FROM BOTTOM 1" ? ...: •!.' . •.: GAP PANEL (ONLY} 0 ( 24" PANEL (ONLY) ! O ! -_ 24 HOLE �' °t - 3"0 HOLE, TOP & BOTTOM - 1"GAP .: �' }'p l' �` �-- HF9x18 7/8 104-1/4 18 3-1/2 7/8 NA 7 7 - - 3/4"x3llts"(min) x12" 0R (� 3j4"'x31/1s"(min} x24" O PLATE WASHER 1%96 1 !=! � r=� (! :, `• :x ... 2x TREATED ��Y:1 ;;: =;v, ., BOTTOM PLATE 1 1/8 HOLD `f+ =Kti �., r_sr 1 , e � W HF9x1$ 1-1 /8 104-1 /4 18 3-1 /2 1-1 /8 NA 11 9 t$" PLATE WASHER 1j16 0 4 (AT dTTOM ONLY) i i (AT B TTOM ONLY) ( I 11 "0 HOLD /a}'�'`~ 7/g 0 HOLD DOWN DOWN BOLT BOLT PER PLAN PER PLAN `'}"' t?tYWN BOLT i o HOLD— N PER PLAN BOLT PER PLAN 32 HF10x18 7/8 116-1/4 18 3-1/2 7/8 NA 7 6 i i #' 32 3o OR 31 30 dR 31 3/41 i I HF 10x18 1-1/8 116-1 /4 18 3-1/2 1-1/8 NA 10 8 77 12" OR t$" I/4y yBp Ip,� TV.> 0 15/?fi T SLOT 0 7/8"0 HD t3"x85/$ ACCESS TO H.D. 80LT B 0 ' 0 24" ENGINEER OF RECORD IS f�" ',/1► HF 11 x18 7/8 128-1 /4 18 3-1/2 7/8 NA 6 6 x n?. W Ply 1v S 10M. 131a" 13/1s"x2" SLOTS !IT 11/8"0 HD 3/410 WEEP W= TV. WM SAS 151leO x 2" SLOT 0 7/8"0 HD PERMITTED TO MODIFY THIS DETAIL SPECIFIC OCONDITIONATE A q ! HF I 1 x1 8 1 ^1! 8 1 28-1 /4 18 3-1 /G 2 1-1/8 NA TVP I I 13/4 T'n'Wam 2" Sys @11/8"0 HD HF12x18 7/8 140-1/4 18 3-1/2 7/8 NA 6 5 _ } 1/4 - 113 "> 2 � - -' $ = - �0 1/4 D' 0 " " ALL PANELS 7/s OR 11j$ DIAMETER HOLD DOWN BOLTS, MAY BE INSTALLED ON: 1) CONCRETE, DETAILS 5 & 324 2 SUPPORTINGSNUT &WASHER OR "DOUBLE NUT", SEE DETAIL 6 & 31 HF 12x18 1-1 /8 140-1 /EE 18 3-1 /2 1-1 /8 NA 9 6 hs PLAN VIEW AT TOP & BOTTOM CHANNEL 1 t3/16" 2' IGHANNEL OP & ALL PANELS, 7/8OR 11/s DIAMETER HOLD DOWN BOLTS, MAY BE INSTALLED ON: 1 CONCRETE, SEE DETAILS 5 & 32 3 MUDSILL, (PER PLANS, BY OTHERS) SEE DETAIL 3(t H F 13x18 7/8 1 52-1 /4 18 3^1 /2 7/8 NA 5 5 PLAN VIEW AT BASE BPLAN OTTOM 3 MUDSUPPORTING PER PLANS, BY OTHERS} SEE DETAILUT", SEE DETAIL 6 & 31 HARDY FRAME�PANELS AT OPENING HARDY FRAME& PANELS IN PORTAL CONDITION 2 IHFl3xl8 1-1 /8 152-1 /4 18 3-1 /2 1-1 /8 NA 8 5b- E.._. 14 12" & 18" PANEL "W" & "S" SERIES MARCH, 20Q3 24" PANEL "W" & "S" SERIES MARCH, 2003 F ; 3.25x12 OR 19" x12 GA C HARDY FRAME 1A 3.25x24"x12 GA - £ HARDY FRAME 16 SCALE: 1/2"=1'-O" SCALE: 1/2"=1'-0" BRACE FRAME INSTALLATION SIMILAR BRACE FRAME INSTALLATION SIMILAR141) HF78x24 7/8 78 24 3-1/2 7/8 1 EA - 3/4" 14 12 G' HF78x24 1-1/8 78 24 3-1/2 1-1/8 1 EA - 3/4�} 22 16^�� STRAPS ARE RECOMMENDED FOR CONTINUOUS HEADER CONDITION. ENGINEER OF RECORD IS WHEN WELDED BY MANUFACTURER, STRAPS STRAPS ARE RECOMMENDED FOR CONTINUOUS LL �•••+ HF8x24 7/8 92-1 /4 24 3-1/2 7/8 1 EA-3/4 12 10 HF8x24 1-1/8 92-1 /4 24 3-1/2 1-1/8 1 EA - 3/4" 19 16 DETAIPERML TO ACCOMODATE AD TO MODIFY S ARE 14 GA x 21/2' AND ARE ATTACHED WITH A FILLET WELD. ION.r� W�£WELDED�BY MANUFACTURER, STRAPS < M ! HF9x24 7i 8 t� 1 V4-114 24 3-1 /2 7I8 1 EA - 314" 10 9 SPECIFIC CONDITION WHEN APPLIED IN THE FIELD, ST6224 (OR EQUAL) MAY BE ATTACHED WITH tO- 10x3J4" SELF ARE 14 GADx 21/2' AND ARE ATTACHED WITH A FILLENGINEER OF RECORD IS WHEN APPLIED IN THE FIELD, ST6224 (OR EQUAL) ENGINPERMIEEROF RECORD IS MODIFY THIS DETAIL TO ACCOMODATE A ENGINPERMIEEROF RECORDMODIFY HIS DETAIL TO ACCOMODATE A 0 �-- J HF9x24 1-1 /8 n t 104-1 /4 24 t 3^1 /2 1 1-1 /8 l 11 1 EA 3/4 17 15 TAPPING SCREWS. FOR CONDITIONS, WHERE CRIPPLES BOTH STRAP TYPES ATTACH TO H DER WITH (14) 16d. PERMITTED TO MODIFY THIS f3 DETAIL TO ACCOMODATE A MAY BE ATTACHED WITH ?0- 10x3J4" SELF TAPPING SCREWS. SPECIFIC CONDITION SPECIFIC CONDITION ......� HF10x24 7/8 116-1/4 24 3-1/2 7/8 = ►1 1 EA 3/4 9 8 OCCUR, APPLY WOOD STRUCTURAL SPECIFIC CONDITION BOTH STRAP TYPES ATTACH TO HEADER WITH (14) 16d, DBL 2x GONT PLATE FOR 2x BOTTOM PLATE , . PANEL (WSP) BY OTHERS PANEL 37 TOP NOTCH 1 EDGE FOR INSPECTION HF 10x24 1-1 /8 116-1 /4 24 3-1 /2 1-1 /8 1 EA - 3/4it 15 14 CONTINUOUS FULL DEPTH HEADER OR WITH CRIPPLES ABOVE PER PLANS 2"x FILLER PLATES 36 SIM. SIM. ABOVE PANEL � HF 11 x24 718 128-1 /4 24 3-1/2 7/8 #1 1 EA - 3/4 8 8 -" TOP PLATES 3fi 3fi 1 " 1 J4 0 x 4 /2" HFS SCREWS IT NUT & WASHER HF 11 x24 1-1/8 128-1 /4 24 3-1/2 1-1/8 1 EA - 3/4" 14 12 (OR EQUAL) ADJACENT FRAMING 0 INSIDE BOTTOM OF PANEL 2x BOTTOM PLATE TIGHTEN DOWN TO OR DRYPACK HF 12x24 7/8 140-1 /4 24 3-1/2 7/8 !I 1 EA - 3/4 8 7 ,/,�3" HFS sCREws tt4x3: HFS SCREWS (OR EQUAL) PANEL TO HEADER WITH HFS SCREWS (OR EQUAL) FIARIiY ADJUSTING NUT PER PLANS 7 Li.) CJ HF 12x24 1-1 /8 140-1 /4 24 3-1 /2 1-1 /8 1 EA - 3/4" 12 11 GARA E (OR EQUAL) H ER PANEL TO HEADER (� ! POST BY ! ( ADJACENT OTHERS FRAMING WITH ADJACENT FRAMING WITH HFS SCREWS (OR EQUAL) RECOMMENDED N BUT NOT REQUI ED HARDY FRAME PANEL t� HF8x127/aS RECOMMENDED, BUT MOISTURE BARRIER RECOMMENDED NOT REQUIRED (USE MOISTOP, 15# FELT OR EQUIVALENT) , , I 41/4 REG M- Z ('� �.J t HF 13x24 7t 8 1 52-1 /4 24 3-1 /2 7/8 J 1 EA - 3t 4" 7 7 HF 13x24 1-1 /8 152-1 /4 24 3-1 /2 1-1 /8 14 1 EA - 3/4 12 10 FRAMING PER PLANS ! 4-HFS SCREWS OR EQUAL) Q { WINDOW SILL TREATED PER PLANS BOTTOM PLATE A B LA MENDED d' I o n •d' s r RECOMMENDED CON ECTION " ! ! BUT NOT REQ'p DETAIL BY 3J40x10 A.B. W/CUT OTHERS WASHER & NUT 0 ! 2x TREATED BOTTOM IE CRIPPLE � 23/4 T.O. BOLT TO T.O. CONCRETE RECOMMENDED d 4 ° 31 f s 1t 19 1} Hold down bolts are alI thread rods with 1/2 x3 x3 plate washers tack welded or double nutted to the _. _ ._ „ r ,_. 24" PANEL (ONLY) ! 0 ! �OP OF SLAB WALL da .. °_ d d4 TOP OF ROUND WASHER ° y, embed end of the rod, Both the rod and the plate washers must comply with ASTM A 36. ..... ...r;.: , .: • . , ,. 2x TREATED *t��+:•,*:='�;;':j, BOTTOM PLATE .: K:�••i,..;,;.,.. .}r, ,,•�,..�:�r ,K a . a FLUSH W/TOP OF d . BOTTOM PLATE b e } Anchor bolts �2 A J _ . , ...... . , .. _ _, u. . , _. ... must comply with ASTM A 307. pY ,., ,. . _ . ( K� 7/8 �3/4"Ox1D A.B. WjCUT 3 WASHER & NUT i0 ADJUSTING NUT BELOW TOP SURFACE OF BOTTOM PLATE. 3) Screws are 1/4" diameter wood screws with a minimum allowable design Value of 311 Ibs (excluding the CURB WIDTH 0 OR 11/a 0 HOLD-DOWN PER PLANS BOLT PER PLAN 30 31 32 32 24 PANEL (ONLY) allowable 1.33 stress increase) based on connecting 12 ga metal to wood with a specific grayAty of 0.50 0R NOTES: 4 3/;OxlO A.B. W/CUT WASHER & NUT @ or greater. Complying �a screws are Hardy Frame HFS-series, USP WS-series or equal ., - - - ,-_- C) " MODEL NUMBER HF8x127J8S IS A NET HEIGHT OF 965/a FOR 8 -d' DOOR OR WINDOW " 24 PANEL (ONLY) FOUNDATION DESIGN DBL NUT IS NOT REQUIRED. BY OTHERS - - w.. A -, -..,u r1 tr € I4) Minimum wood screw length is 3 for the top and 4 1/2 for the bottom connection When Installing a 2x C) OPENINGS. INSTALL PANEL ON CONCRETE OR FURR HEADER DOWN AS REQUIRED 7 1 Is 0 OR 1 Ja 0 ALL THREAD ,, r ..., n ,.� ..� ti_..,x�. ,, u,_�.,.., .. .,�ri ... ,., .„, ,n�. M..,,x .,k.., ., �,.. , . � w,. .•. >,,....... ._, "DIAMETER FOUNDATION DESI HOLD DOWN BOLT (PER PLAN} WITH 1/2"x3" SQUARE PLATE 7 1 /a "0 OR 1 jg 0 ALL THREAD filler (wood with a minimum specific gravity of 0.50) at the top, the minimum screw length Is 4 1/2". -.— W ALL PANELS 7 " OR 11 HOLD DOWN BOLTS MAY BE INSTALLED ON: la is " ? CONCRETE, SEE DETAILS 5 & 32 "DOUBLE NUT', SEE DETAIL 6 & 31 ENGINEER OF RECORD TO DESIGN: BY OTHERS WASHER W IIOUBL£ NUTS, OR jPLATE TACK WELDED TO BOTTOM OF ROD HOLD DOWN BOLT {PER PLAN) WITH 1/2" 0" SQUARE PLAT£ 5 Screws at bottom connection a I ) hp y --or-ben . ,_. to installations, on_#loor-ster..s > . . ,. , . , .., w bolts as .,, 2 SUPPORTING NUT &WASHER, OR 3 MUDSILL PER PLANS, BY OTHERS SEE DETAIL 30 ( )� 1. TRIMMER SIZE TO CARRY HEADER IF ADDITIONAL LOADS ARE NEEDED 2. PLYWOOD SHEAR IF CRIPPLE STUDS EMBEMENT DEPTH PER PLAN WASHER W/DOUBLE NUTS, OR TAC WELDED TO BOTTOM OF ROD „r,. EM uIN - ;.� ,::.. !' .. `., .. - ��'`` a in . a �anel base and/or a Hardy Frame Bearing late HARDY FRAMES SINGLE PORTAL CONDITION OCCUR ABOVE HEADER HARDY FRAME(M12 PANELS WITH CONTINUOUS HEADER 4 HARDY FRAME PANEL INSTALLED ON FOUNDATION ' y{ HARDY FRAMEOPANEL - UBL . N IN 'fAL /A ,! �. d _ °. _ BRACE FRAME INSTALLATION SIMILAR ---� BRACE FRAME INSTALLATION SIMILAR SIMILAR BRACE FRAME INSTALLATIONrr .. ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS 37 DBL TOP PLATE DETAIL TO ACCOMODATE A PER PLANS HARDY FRAME BEA NG 37 u ' �•••-. . ww�.,,�• SPECIFIC CONDITION PLATE BELOW PANEL 3/q THICK STEEL PLATE 2x FILLER FLOOR SHEETHING 3/4 THICK STEEL PLATE WASHER BUILT INTO �` '- -- WASHER BUILT INTO BOTTOM OF PANEL (BY MANUFACTURER) --- - —_ 2x FILLER, USf i/40x4112" HFS SCREWS OR EQUAL ABOVE PANEL 1/4"x41/2" HFS SCREWS (OR EQUAL) THROUGH BOTTOM OF PANEL PER BOTTOM OF PANEL PANEL ! ,�''(� �'"tr. 1/4x41j2 HFS SCREW 1/4x41J2 HFS SCREWS OR EQUAL PER SCHEDULE HARDY FRAME BEARING PLATE WITH SCHEDULE 1/40x3" BY MANUFACTURER) (00 1 �'` (OR EQUAL} THROUGH BOTTOM OF PANEL 6 EA HFS SCREWS (OR EQUAL) v _ BELOW PANEL DETAIL 26-A ✓ PER SCHEDULE H RDY FRAMES PAN 0 EA END 4x RIM OR BEAM PAN ADJACENT FRAMING 2x BOT. PL. 2x BL CKING OR RIM SIM PLYWOOD CONNECTORS BY OTHERS HARDY FRAME PMEL BEARING PLATE " Wf 6 EA 1 j4 0x3 BOTTOM PLATE HFS SCREWS (OR RECOMMENDED, BUT 23/4" T.O. BOLT TO T.O. NOT REQUIRED CONCRETE RECOMMNEIIED 12" P PANEL TOP PLATES 33 COMMENDED PLYWOOD AT CRIPPLE WALL 11 1 7 1 /g OR ? /g 0 PER THREADTPLANS SOLID BEAM, PER PLANS 4x FILLER BY OTHERS Z EQUAL) AT EA END JOIST TYP. PLYWOOD JOIST BLOCKING BOTTOM PLATE FLOOR SHTG 33 SLM ADJACENT Cri' A.B. PER PLAN OR RIM CONNECTION 6 EA.1/4"x3" (MIN) HFS SCREWS 1/4x41/2 (MIN) HFS SCREWS FRAMING RECOMMENDED, LLI PLYWOOD BY OTHERS RPLAN (OR EQUAL) AT EACH END (OR EQUAL) PER SCHEDULE ALL THREAD HOLD DOWN BOLT WITH BUT NOT USE 3" HFS SCREWS OR EQUAL. WALLSPER CRIPPLE UPPER LEVEL PLATE WASHER OR BEARING PLATE REQUIRED EX OR 6x RIM, ,. --� EXTENDED 12" ^�• PAST END OF PANEL 44 (RECOMMENDED) ° °` d STUDS (TYP} BOTTOM SIM 33 3 x31 x18, 24, OR 30" /4 /i 33 SIM (BY OTHERS) 0 UNDERSIDEOFof BEAM 37 DETAIL 26-8 CONNECTORS L3 � "? TOP OF FOUNDATION ° a 33 TREATED SILL PLATE �' a ' SIM 3 ° do l4"�'X1d A.B. WjCUT a WASHER & NUT < . \-�CONTINUOUS TREATED WDOD SILL PLATE 2e PANEL (ONLY) ° » ,.' PLATE ...r : a• ., " •.a •: a,'i' •, •' . ..: . • :. .. •• : ' ! " a ♦ POST BY , . •.,: , :, 4 a •; •., ' ;:; :; ". OTHERS _ .f 4, :. HARDY FRAME BEARING P_ WITH 6 EA 1/40xV HFS (Oft EQUAL EA ENp SCREWS } 1/4"x41/ " (MIN) HFS 2 SCREWS OR EQUAL) PER SCHEDULE "- " . iI BY OTHERS 4x FILLERS '---BY OTHERS MOISTURE BARRIER RECOMMENDED FOUNDATION DESIGN 32 (USE MOISTOP, 15# FELT OR r a .� ;,a.'. `"•' .' : ' . •; ;+. ENGINEERS OF RECORD IQ DESIGN: ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS i t 0 I t I ______I 0 4xEQUALS FOUNDATION DESIGN 7/g 6 OR 1 1/8 0 ALL THREAD BY OTHERS HOLD DOWN BOLT (PER PLAN) a d BY OTHERS EQUIVALENT} CONNECTION BY OTHERS ' . 'a'. ' •:� :.• . H010 DOWN BOLTS PER PLAN DETAIL TO ACCOMODATE A 1. LOAD PATH FROM BEAM TO FOUNDATION SPECIFIC CONDITION 2. WASHER SIZE AT BOTTOM OF BEAM FOR UPLIFT I I I 1 0 ! I VATS. WITH 1/2'x3" SQUARE PLATE WASHER W/DOUBLE NUTS, 0R FORCES FROM PANEL 2x FILLER, USE 1/a Ox41/2 FRAMING TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PLAN j� 12, 18 OR 24" 13") FOUNDATION DESIGN BY OTHERS 1 "x3" MIN HFS SCREW INSTALLER TO ADD ilz x3 x3" /4 (MIN) (OR EQUAL) PER SCHEDULE PLATE WASHER TO INSIDE, DETAIL 26-C HFS SCREWS OR EQUAL DETAIL 26-D RECOMMENDED, BUT NOT REQUIRED L ft f1 Z f� V V tJ J AUG a HD HOLE :: O 0- :: ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A ENGINEER OF RECORD IS TOP CORNER OF PANEL WHEN TRANSFERRING UPLIFT LOADS FROM ABOVE NOTE: 1. USE THESE DETAILS FOR HARDY FRAME® PANELS ON BEAMS (NO WALL FRAMING BELOW) 2, BEAM DEFLECTION MAY INCREASE TOTAL DRIFT OF PANEL ENGINEER OF RECORD IS F x N F R ENGINEER RECORD TO PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A HARDY FRAM BEARING PLATE: 3/4"x3�'x18". 2,C. OR 30" SPECIFIC CONDITION PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDITION -- ENGINEER OF RECORD TO CHECK 1. SHEAR TRANSFER FROM TOP PLATES TO FILLER 2. ADDITIONAL DRIFT DUE TO THE ADDITIONAL HEIGHT 3. STUDS ® EACH END OF FRAME FOR OUT OF PLANE LOAD 4. IF SPLICE OCCURS IN TOP PLATES, FASTENING MUST DEVELOP TENSILE STRENGTH IN LUMBER SPECIFIC CONDITION H-1 18" FOR 12" HARDY FRAMEBPANEL 24" FOR 18" HARDY FRAMEOPANEL LOWER LEVEL 30" FOR 24 HARDY FRAMEOPANEL HARDY FRAMEtPANEL INSTALLED ON RAISED FOUNDATION HARDY FRAMES PANEL AT RAISED FLOOR HEAD -OUT HARDY FRAME* PANEL INSTALLED ON RAISED FOUNDATION HARDY FRAME!' PANELS IN STACKED CONDITION 10 HARDY FRAMEOPANEL INSTALLED ON BEAM BRACE FRAMES AND PANELS WITH FILLERS AT IQR(* 8 WITH BEARING PLATE 0 WOOD FRAME FLOOR WrfH CRIPPLE STUDS `hl 6niu I0 REVISIONS I DATE I 9/" HLES zww\ 13/4" i I Y -mr. 7; 31/2" 11,/2" INSPECTION HOLE N 7VP. ML V/2" 5 3 1 L r-1 < L-j 14 GA 1/80HOLES 1 ;18" FROM BOTTOM 1 ®18" FROM TOP TIP. I ALL>------ IIIAIS 4x31/8 min x3/4 F PA, U U41 1 3/401/4 (MIN)x4 PLATE WASHER 0 (TYP 4 CORNERS) U410 TV. on SIDES 13/4" TV. 7 --jl F� 14 GA -__±fxT HD ACCESS (TYP 0 2 CORNERS) 31/2"XI 1/2" x 20 GA STEEL STUDS OR NOMINAL 2x4 WOOD STUDS SPACED EQUALLY Tr. ALL W r Ir "a 131/2 14 GA ±2*x8r HD ACCESS (TYP 0 2 CORNERS) m. us S 31/2" H 14 GA 1/4' INSPECTION HOLE IWOA r SLOT i 1v .0 x ram 71'P. W ex 7W & Wff. PLAN VIEW AT BASE 11/2" NOTE- WOOD STUDS ARE STUD GRADE, HEM FIR, OR BETTER S4S AM MAY BE CONTINUOUS LENGTH OR FINGER JOINT, WOOD STUDS MAY (PARALLEL LSL (LAMINATED STRAND LUMBER) OR PSL (PARALLEL. STRAND LUMBER) BRACE FRAME "W", "S" SERIES HARDY FRAME SCALE: 2003 3.25x3.50x14 GA TUBE SECTION I I SCALE: 1/2"=1;:�O- 2A Oil CONNECTOR '-4x, 6x OR MULTI STUDS FOR WIND RESISTANCE BY OTHERS BY OTHERS Sim E3 III 34 11;x3r (MIN) HFS SCREWS OR EQUAL ' "' READ CUT WASHERS I I I I LJr CONNECTOR%,-' I & NUTS AT EA END E BY OTHERS tx OR 6x EWP (ENGINEERED WOOD PRODUCTS) FILLER BY OTHERS 9A" PER ENGINEER OF RECORD IS 7;. -- PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A WWM SPECIFIC CONDITION 1/4' 1/4' /114" 1"-\ 1/4" I - / 3 9/16" O INSPECTION HALE 3 7/. E 12 GA 7/8;0 HOLES 1 18" FROM BOTTOM 1 0 18" FROM TOP .ALL 431/8 (min) x3/4 "IE *41M M cow 1/41 3 1/4 WASHER N) x4 W F o P TE AS (TYP 4 CORNERS) U410 10W NMZS— TV. wr" 1IMM 13/4"1111 12 GA t xEr HD ACCESS (TYP 0 2 CORNERS) 31/2"x11/2" x 20 GA STEEL STUDS OR NOMINAL 2x4 WOOD STUDS, SPACED EQUALLY /TV. ALL W-1V \3M -E37/8 ,��rqll 12 GA ±txlr HD ACCESS (TYP @ 2 CORNERS) V4' vs /TVP. V \7W up VITIT. M ' A 9/16" 12 GA 11/2"0 INSPECTION HOLE "Ilk LW sm /11/. "OX Ito Six WE W CA 7W & SInT. PLAN VIEW AT 13/16 1/2" NOTE: WOOD STUDS ARE STUD GRADE, HEM FIR, OR BETTER S4S AND MAY BE CONTINUOUS LENGTH OR FINGER JOINT. WOOD STUDS MAY ALSO BE LAMINATED S LUMBER) OR PSL (PARALLELLj"D LUMBTRANDER) BRACE FRAME "H" SERIES MARCH, 2003 HARDY FRAME BR, 3.25x3.875x12 GA TUBE SECTION HARDY FRAME 1 I SCALE: 1/2"=1,- 2 B PANEL INSTALLATION SIMILAR 2W 1/�Ox4l/j (MIN) HFS SCREWS OR EQUAL PER SCHEDULE 7/rO ALL-THRFA VAW III CUT WASIn rA END 4X SMID RX EM-211 6" PAST WW FRK ----------- TNW- 11;0X5* HFS SCREWS OR EQUAL PER SCHEDULE rhmml 1/41x 3' LBE WS SCRW 4W-UULL 1/4Ox3' HFS SCREWS OR EQUAL PER SCHEDULE 4'" AN= ]KILTS 'GUT WASH13IS it NUTS 1.2 PLM sm SILTS R OUNDATION DESIGN Y OTHERS XIITTEN PLATE MG.DE PER PLAN 7/9`1111 ALL -THREAD .W PLATE VAM III NM BMW RIN V Milli= I►1-*q i 1-111 r:01 i IFTi'! IF REQUIRED BY ENGINEER HARDY FRAME POST 3/4'" NOW ILTS Us OF RECORD PER PLAN S1M 7WA PER PLANS \-CMM@WWM=1TMN PER a \-POST FA END ANS Im SIM SILT Won w0m PER PLAN CMIVM= PER -4 A 17 L "AL" 44 Lr ML TV. HOLD DOWN BOLTS HOD DOWN FMNMTMN DE= PER PLAN PER PLAN FOUNDATION DESIGN ENGINEER OF RECORD TO DESIGN: By OTHM BY OTHERS 1, FOUNDATION ENGINEER OF RECORD IS 2. WALL FRAMING FOR OUT OF PLANE LOADING PERMITTED TO MODIFY THIS (SEISMIC OR WIND) DETAIL TO ACCOMODATE A ENGINEER OF RECORD Is ENCHM OF REM IS 3. CONNECTION FROM POST TO HARDY FRAME SPECIFIC CONDITION PERMITTED TO MODIFY THIS PERWIM M MOW IM DETAIL TO ACCOMODATE A DEIIAL M ACCOMODATE A SPECIFIC CONDITION SPEC= CONOM HARDY FRAME BRACE FRAMES STACKED IN BALLOON WALLS r, HARDY FRAMEOBRACE FRAMES STACKED BY STAGGE HARDY FRAME BRACE FRAMES STACKED BY STAGG PANEL INSTALLATION SIMILAR11T PANEL INSTALLATION SIMILAR PANEL INSTALLATION SIMILAR 3/;OxlO ANCHOR TREATED 3/4" T.O. OF A.B.TO -3/4" THICK R WA BUILT BOLTS W/Cur 2x TREATED Ai SILTS INTO CORNERS OF RACE MOISTURE BARRIER RECOMMENDED BOTTOM PLATE 1.0. CONC RECOMMENDED WASHERS & NUTS , 151 FELT OR EQ1) A W/CUT WASIM III NUTSFRAAE (BY MAAANU RER) THICK It WASHER BUILT I SIM FWAIE {USE MOISTOP, INTO CORNERS OF BRACE V71­77-q FRAME (BY MANUFACTURER} 7 A k 41/4"T.O. BOLT TO T.O. CONCRETE L, RECOMMENDED v A. A 4 `._� LT ALL THREAD HOLD DOWN BOLT WITH 1/2"x3" SQUARE PLATE WASHER W/DOUBLE NUTS, OR FOUNDATION DESIGN TACK WELDED TO BOTTOM OF ROD BY OTHERS EMBED DEPTH PER PLAN HARDY FRAME BRACE FRAME INSTALLED ON BOTTOM PLATE BRACE FRAME 4x (MIN) RIM OR BEAM 1/4"O x 41/2 (MIN) HFS SCREWS (OR EQUAL) CONNECTORS PER SCHEDULE BY OTHERS Sim //2x BLOCKING BOT. PL. 35 OR RIM DISCONTINUOUS WOOD 7PLATE POF 014CRETE t A t L.' 23/41, T.O. BOLT To T.O.CONCRETE RECOMMENDED ALL THREAD HOLD DOWN BOLT '11/," T.O. CONC TO T.O. FOUNDATION DESIGN WITH 1/2"x3" SQUARE PLATE S. ALL IV A.S. RECOMMENDED BY OTHERS WASHER W/DOUBLE NUTS. OR TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PLAN HARDY FRAME'* BRACE FRAME INSTALLED ON FOUNP6D" 2-2x OR 4x BEAM MOISTURE WRIER RECOMMENDED TO CARRY JOIST {USE 15# FELT OR ADJACENT FRAMING WHEN PERPENDICULAR (EL)UfV RECOMMENDED, BUT NOT REQ'D 5M FNE INMBOTTOM PLATE PLYIN SHI OOD FLOOR L7 REMW Typ. ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDITION HARDY FRAMEMBRACE FRAMES STACKED IN ALIGNMENT PAN& 110TA"IM MM ME DUAL 10 ('014R " OxY HFS SCREWS EQUAL) PER SCHEDULE qlTj-LWI�f — FOx4 1/Z (MIN) HFS REWS OR EQUAL PEI 1/4"ox2r HFS SCREWS I (OR EQUAL) PER PLAN Ex MW a 16, IM .... ....... . Hardy Frame Brace Frarnes -W'and "H" Series HIEIGHT WIDTH Z; QTY AT wal zf QTY AT "W" Serie4 14 gage 1=1 m -3 JI � � J AIL MEL%= W11 I MAMMM I HF1 1x48 M MIS FE I I MM I a a Rq-*10� MII WOW5 M b3z 1 00 19 1 P47M., E E, is's I Z lm-o* MI M-05iIIIIIIIIIIII 1111111 M E III 1 0 W, I MAWL-1 'I Series (Heavy Duty), 12 gage 1 113-750-101 0 VETO"& IZ 2EA-3/4 I M. I RUN* 1 5 rZ 5 FE 4 EA - 3/41 MeIR 1, tME I ON I a [IM101.71 I I N MEN MOM, =10121�=Fmm W., I wwwz 1) Hold down bolts are all thread rods with 1/2"x3"x3" plate Washers taCK welded or double nutted to tne 7: embed end of the rod. Both the rod and the plate washers must comply with ASTM A 36. 1 4 12) Anchor bolts must comply with ASTM A 307. 17- HOLD DOWN BOLT PER PLAN 13) Screws are 1/4" diameter wood screws with a minimum allowable design value of 309 lbs.(excludini & HOLD DOWN BOLT PER PLAN FOUNDATION DESIGN PER PLAN allowable 1.33 stress increase) based on connecting 14 ga metal to wood with a specific gravity of 0.50 or greater. Complying screws are Hardy Frame HFS-series, U S P W S -seri e s or equal. Minimum wood, screl wtb­ Wift tom connection. When installing a' 2x w V 0 um s -1/2' . 2,86M h a- minimum pecific gravity of 0.50) at the top, t minimum screw length is 4 '5) Screws at bottom connection apply to installations o syste or beams and replace anchor bolts as .. ........... ............. D161k HAPY, Fmo1BRAMES IN 245TORY -6TAG 1 0ear transfer. n s fe r.7 ... P&1k 6I MUV WIDE FRAVE 4x RIM OR BEAM 1/;Ox41/; (MIN) �--� HFS SCREWS, OR EQUAL, PER ,1/4"O x 41/2 (MIN) SCHEDULE HFS SCREWS OR EQUAL PER SCHEDULE BOT. PL. fi PAST FRAME 3/4" R WASHER BUILT IN TOP PLATES CORNERS OF BRACE FRA OF CRIPPLE 4(3�s RECOMMENDED (BY MANUFACTURER) WALL 2x BLOCKING OR RIM CONNECTION BY OTHERS CRIPPLE POST BY OTHERS STUDS (TYP) BOTTOM PLATE CONNECTOR BY OTHERS 4': WSP SHEAR FOUNDATION DESIGN PER PLAN BY OTHERS ALL THREAD HOLD DOWN BOLT WITH 1/2"x3" SQUARE PLATE WASHER W/DOUBLE NUTS, OR TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PLAN W ENGINEER OF RECORD TO DESIGN 1. LOAD PATH FROM BEAM TO FOUNDATION 2. WASHER SIZE AT BOTTOM OF BEAM FOR UPLIFT FORCES FROM BRACE FRAME EM 1. USE THESE DETAILS FOR HARDY FRAMED BRACE FRAMES ON BEAMS (NO WALL FRAMING BELOW) 2. BEAM DEFLECTION MAY INCREASE TOTAL DRIFT OF BRACE FRAME -- ENGINEER OF RECORD TO CHECK PLATE )D BEAM PLANS ALL THREAD HOLD DOWN BOLT WITH PLATE WASHER & NUT, PER PLANS VRO HARDY FRAME WITH JOIST 2x JOIST OR BEAM HANGERS BY OTHERS 4x BEAM 4x SOLID BEAM ABOVE BRACE FRAME TO 41�� CARRY PERPENDICULAR BEAM, JOIST AND OTHER LOADS FROM ABOVE (BY OTHERS) BLOCKING BEAM ON TOP OF PLATES 2-2x TOP PLATE X z j01sT44 j-----j7---BEAM TOP VIEW OF WALL ADJACENT FRAMING,__--* BUT NOT REQUIRED 2x FILLER, USE 1/;Ox4 1/2" HFS SCREWS OR EQUAL DETAIL 26 DETAIL 26-B CONNECTORS BY OTHERS 4x FILLER BY OTHERS USE 5" HFS SCREWS OR EQUAL. on a• 40 • am q9h -J ------ 0 CONNECTORS BY OTHERS 4x FILLERS BY OTHERS L 114xr HFS 1 OR EQUAL X 0 1 1 DATE: 2x FILLER, USE 1/;Ox41/2" ADJACENT FRAMING DETAIL 26-C HFS SCREWS OR EQUAL DETAIL 26-D RECOMMENDED, AUG 15, 2003 BUT NOT REQUIRED ENGINEER OF RECORD IS FOR 4E AND LARGER FILLERS, ENGINEER OF RECORD TO DESIGN PERMITTED TO MODIFY THIS 1. SHEAR TRANSFER FROM TOP PLATES TO FILLER DETAIL TO ACCOMODATE A 2. ADDITIONAL DRIFT DUE TO THE ADDITIONAL HEIGHT SPECIFIC CONDITION 3. STUDS 0 EACH END OF FRAME FOR OUT OF PLANE LOAD 4. IF SPLICE OCCURS IN TOP PLATES, FASTENING MUST 14. 9 DEVELOP TENSILE STRENGTH IN LUMBER h C Wit 37/s „ t1 �; 1 iJ M 14 GA M 12 GA SECTION A SECTION ! !!4° 31/" 2� r1141 3g/ts„ 12G14 GA IAS° 7/8"0 HOLES 1 0 18" FROM TOP 1 ® 18" FROM BOTTOM R i I I ij l N iI o fb Fes-' W N 0 Q j LLI h l i M UJ LUQ i coiI in N - � T i� co N i1�iS M 6 iT - -}-.- -�`� i 1 tf2,i 5/8 , 7/R; i _ i I 11/2 NOTES: 3/4 x31j4"(min}x37jg' _� M 3 1. HOLES ARE 4.5 MM (0.177 IN) DIAMETER. 3/4��x3 t/4'�(min}x3 t/2„ � � ® a � PLATE WASHER i PLATE WASHER I 2. STEEL IS 0.684" BARE METAL THICKNESS. EACH END EACH END I ! ® t 0,705" WITH GALVANIZING. 3. STEEL MATERIAL IS ASTM A653, 50 KSL 1"Ox2" SLOT I 1"Px2" SLOT i TOP &BOTTOM TOP & BOTTOM FIGURE 3A: POST "W" & "S"" SERIES 13A FIGURE 3B: POST "H" SERIES FIGURE 4: BEARING PLATE FIGURE 5: HARDY FRAME SADDLE 3.25x3.5Qx14 GA TUBE SECTION 3.25x3.87502 GA TUBE SECTION 313 0J5"x3.5"x18", 24" OR 30' BAR 4' EDGE DISTANCE IS MAX SEND EDGE DLRTANCE 15 MAX SEND EDGE DISTANCE EDGE DISTANCE AT T.O. CONCRETE NOTE MIN SEND O CODE AT T.O. CONCRETE NOTE: ME BEND DIAMETER AT T.O. CONCRETE 16 MAX SEND AT T.O. CONCRETE 15 MAX BEND SHALL MEET UBC CODE SHALL MEET USC CODE REQUIREMENT (1907.2). REQUIREMENT (1907.2). a 2 WASHER & NUT AT HOLD 12 DO E BOLT & N g iD L— — DOWN BOLT SHALL BE a !- I -- SNUG TIGHT. �o DPTiON-2: 2 go SNUG TIGHT. z 12 Q F CURB CONDITION {� 18 F 'BOLTALL PRE -BENT $ $ CURS CONDITION $ c'iz I�LALL PRE^BENT o N-1 4 W W 4 IN LT O ANGLE, °' o + n mti IN AOLL BOLT O ANGLE, �+- °0,,,. "� a m,.. BEND SECTION ABOVE a X. ��.. o 110 SEND SECTION ABOVE o o o o CONCRETE TO PLUMB R °'o CONCRETE TO PLUMS PRIOR TO INSTALLING _ PRIOR TO INSTALLING _ _ HARDY FRAME _ HARDY FRAME 1 DGE DISTANCE O FOOTING I EDGE DISTANCE O FOOTING i DGE DISTANCE O FOOTING i i . iEDGE DISTANCE W FOOTING SECTION AT EXTERIOR FOOTING - OPTION 1 SECTION AT EXTERIOR FOOTING - OPTION 2 SECTION AT EXTERIOR FOOTING - OPTION 1 SECTION AT EXTERIOR FOOTING - OPTION 2 EDGE DISTANCE EDGE DISTANCE AT T.O. CONCRETE AT T.O. CONCRETE ° o NO BEND IS REQUIRED ON BOLT $ WHEN EDGE DISTANCE AT TOP OF $ $ NO SEND IS REQUIRED ON BOLT j o CONCRETE IS 4x THE BOLT 0 (MIN) o WHEN EDGE DISTANCE AT TOP OF 31/2"' FOR 7/g'A BOLT °' CONCRETE IS 4x THE BOLT 0 (MIN) 41/2" FOR 11/8"0 BOLT 31/2' FOR 7/81i SOLT 41/2' FOR 11/yb BOLT SECTION AT EXTERIOR FOOTING WITH POP-OU SECTION AT INTERIOR FOOTING SECTION AT EXTERIOR FOOTING �t iTH OOP -OUT SECTION AT INTERIOR FOOTING END DISTANCE END DISTANCE AT T.O. CONCRETE 3/ex10' A.S. O "s"'' AT T.O. CONCRETE 3//�'x10' A.B. 24 PANEL (ONLY) (go AS OCCURS) lz o a lz go �� r� $Q $0, § o 8i a o m w a O w0 O I-.-----..i END DISTANCE* FOOTING I }-------i END DISTANCE O FOOTING ELEVATION AT CURB CONDITION ELEVATION AT SLAB ELEVATION AT CURB CONDITION ELEVATION AT SLAB HARDY FRAMF PANFI- FMRFD SCHFDL1LF HARDY FRAME BRACE FRAME: EMBED SCHEDULE BOLT EMBED EMBED EDGE & END EDGE & END TYPEMBED UPLIFT DIAMETER FROM T.O. FROM T.O. DISTANCE DISTANCE AT FOOTING CONCRETE AT FOOTING FINISH CONC P-A 13,000 7/g fi' 17' 6" 13/; P-B 15,333 7/8 6" 21" 6" 13/4 P-C 20,000 11/g 7" 24' 7" 13/ P-D 23,500 11/; 8 24" 8" 13/; P-E 25,333 11/g 9 1 25" 8" 13/; 1 THE "EMBED TYPE" IS FOR REFERENCE ONLY 2 VALUES AND DISTANCES ARE BASED ON 2500 PSI CONCRETE (MINIMUM) 3 FOUNDATION DESIGN BY OTHERS 4 ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDITION Ox3" HFS SCREWS OR EQUAL SOLID 4x OR 6x RIPPED TO FIT ABOVE PANEL CONNECTOF BY OTHERS SIM STRAP OVER BLOCKING BY OTHERS 4x, 6x OR MULTI STUDS PER PLANS CONNECTORS BY OTHERS L, L, 3/4 0x1O A.B. W/CUT WASHER & NUT 0 247 PANEL (ONLY) SEE NOTE "ORR 32 ON DETAIL 1 1/w 7/8' 0 HOLES 1 0 18" FROM TOP 1 0 18" FROM BOTTOM Sim 30 DETAIL 28-A DETAIL 28-B ENGINEER OF RECORD TO DESIGN: 1. WALL FRAMING FOR OUT OF PLANE LOADING 2. FILLER (OR WSP) SIZE, MATERIAL AND CONNECTION FOR SHEAR TRANSFER. 3. ADDITIONAL DRIFT DUE TO THE ADDITIONAL HEIGHT ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDITION HARDY FRAME PANELS AND BRACE FRAMES IN RAKE WALLS (; co I EMBED UPLIFT BOLT DIAMETER EMBED FROM T.O. FOOTING EMBED FROM T.O. CONCRETE EDGE & END DISTANCE AT FOOTING EDGE & END DISTANCE AT FINISH CONC BF -A 8,000 7/$ 4-1If 15-1/2" 6" 13/4" BF-B 10,000 7/8 E 17" 6" 13/4 BF-C 13,000 7/g BF-D 15,333 7/8 6" 21" 8" 131a 1 THE "EMBED TYPE" IS FOR REFERENCE ONLY 2 VALUES AND DISTANCES ARE BASED ON 2500 PSI CONCRETE (MINIMUM) 3 FOUNDATION DESIGN BY OTHERS 4) ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC HARDY FRAME BRACE FRAME HOLD DOWN EMBEDMENTS Z; ap 2!o �5_ o= o O oas vi4a in HARDY FRAME ;- MARCH, 2003 LENGTH OF PLYWOOD SHEAR BY OTHERS 4x OR DBL W'S CONNECTION DETAIL AS NEEDED (BY OTHERS) ENGINEER OF RECORD TO DESIGN: 1. WALL FRAMING FOR OUT OF PLANE LOADING 2. WSP SHEAR/TRANSFERS FROM TOP PLATE TO TOP OF BRACE FRAME 3. ADDITIONAL DRIFT DUE TO THE ADDITIONAL HEIGHT WORDY FRAM 0 PANEL, BRACE FRAME OR POST INSTALL STANDARD ROUND -CUT WASHER AND NUT. WHEN INSTALLING WITH A 1/2„ OR 3/4' IMPACT, TIGHTEN UNTIL SOCKET STOPS AT FIRST RESISTANCE THEN COMPLETE WITH ONE FULL TURN. FOR INSTALLATION WITHOUT AN IMPACT, NUT TO BE SNUG TIGHT. 41/4" RECOMMENDED 41/4" RECOMMENDED FOR INSTALLATION ON FOR INSTALLATION ON A 2x BOTTOM PLATE P,K BOTTOM "TE A 2x BOTTOM PLATE / (23/4" 0 3/4"0 A.B.) (23/4" 0 3/4-V A.B.) a' a s 2X BIITTO�! PLATE a a. 00 PLANS? ' 6 A i O A Ic o V_ a NO BEND IS REQUIRED ON BOLT WHEN EDGE DISTANCE AT TOP OF CONCRETE IS 4x THE BOLT 0 (MIN) 31/2" FOR 7/8"0 BOLT s 41/2" FOR 11/8"0 BOLT ALL THREAD HOLD DOWN BOLT WITH 1/2 'x3" SQUARE PLATE FOUNDATION DESIGN BY OTHERS WASHER W/DOUBLE NUTS, OR TACK WELDED TO BOTTOM OF ROD SEE DETAILS 29A AND 29B FOR EMBED DEPTH PER PLAN ADDITIONAL INFORMATION ON EMBED DEPTHS AND EDGE/END SEE DETAILS 29A AND 29B FOR DISTANCES ADDITIONAL. INFORMATION ON EMBED DEPTH AND EDGE/END DISTANCES ENGINEER OF RECORD IS ENGINEER OF RECORD IS PERMITTED TO MODIFY THiS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A DETAIL TO ACCOMODATE A SPECIFIC CONDITION SPECIFIC CONDITION HARDY FRAMEAT EXTERIOR FOUNDATION ON WOOD SiLL PLATE HARDY FRAMd*AT EXTERIOR F= A YALU F R ADDIT NAL Hardy Frame(r) Installation REVISIONS DATE CANTILEVER BEAM PER PLANS Step 1: Concrete Preparation 7 A) Concrete contractor should use Hardy Frame Templates to accurately place embed bolts and Hardy Frame Bolt Braces to prevent sway. SOLID 4x FILLER PER PLANS B) Attach single use (HFT) or reusable (RHFT) Templates to a formboard at locations specified on plans. Bolt CONNECTORS PER PLANS Braces connect at the embed end of the hold down bolts. RE HFS s 2x OR 4x BY ENGINEER OF (OR EQUAL) FROMROM FRAME SIM C) At Interior footings Templates may be secured in place using stakes. RECORD NEXT TO HARDY TO SOLID 4x FILLER FRAME CONTINUOUS TO TOP D) Footing design, embed depths and bolt edge/end distances are per the designer of record, PLATES AVOID HINGE POINT FILLER FRAME E) Determine if the Hardy Frame will be installed on concrete or a mudsill and refer to details for recommended ADD POST IF VERTICAL LOAD FROM ABOVE height of bolt above finish concrete EXCEEDS THE ALLOWABLE VERTICAL LOAD -PO Step 2: First Floor Installation on a Sill Plate 3a A) If the Hardy Frame is to be installed on a mudsill, plot the bottom plate and cut the length to match the width of the Frame. If located next to a door opening, allow the plate to run into the opening B) Set the Hardy Frame over the embed bolts. "— C Place round cut washers and nuts on all bolts. Tighten nuts until Frame is plumb and level. ENGINEER OF RECORD IS CANTILEVERED BEAM ) ) PERMITTED TO MODIFY THIS OVER TOP PLATES D) After framing and plumb & line are complete install 1 /4"x3" screws through the top of the Frame into the �„�j DETAIL TO ACCOMODATE A TOP VIEW OF WAIF } SPECIFIC CONDITION double top plates or header above. Top plates must be continuous or have a minimum 8' lap at splices. Q EXAMPLE: FOR 9' WALL, USE 8' HARDY FRAME WITH oOLTQOP4xP0�R16x ABOVE FRAME TO BOTTOM Step 2: First Floor installation on Concrete ENQINR QF RECORD T9jGN: A) Installation of a moisture barrier such as Moistop or 15# felt is recommended under the Frame. 1. FILLER'' DEPTH AND MATERIAL FOR SHEAR TRANSFER 2. CONNECTORS FOR TRANSFER FROM TOP PLATE TO SOLID 4x FILLER g) Set the Hardy Frame over the embed bolts. 3. POST FOR ADDITIONAL VERTICAL LOADS, WHEN NEEDED PANEL R+ISTALLATiON 31MILAR HEAR BY OTHERS (ING BY OTHERS OVER PLYWOOD HERS IRS FROM FRAME (AS BY OTHERS. TAPPING VTO BRACE FRAME ENGINEER OF R D IS PERMITTED TO M THIS DETAIL TO ACCOM TE A SPECIFIC GONDITIo IN BALLOON WALLS HARDY FRAM ® PANEL, BRACE FRAME OR POST NUT & WASHER 0 INSIDE BOTTOM OF PANEL, SNUG TIGHT TO ADJUSTING NUT TOP OF ROUND WASHER FLUSH W/TOP -OF BOTTOM PLATE, ADJUSTING NUT BELOW. NO BEND IS REQUIRED ON BOLT WHEN EDGE DISTANCE AT TOP OF CONCRETE IS 4x THE BOLT 0 (MIN) 31/2" FOR 7/8"0 BOLT 41/2" FOR 11/8"0 BOLT ALL THREAD HOLD DOWN BOLT WITH 1/2"x3" SQUARE PLATE WASHER W/DOUBLE NUTS, OR TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PLAN C) Place round (cut) washers and nuts on all bolts. Tighten nuts until Frame is plumb and level. J D) After framing and plumb & line are complete, place a 2x filler above the Frame to make up the height „J difference created by eliminating the sill plate, and connect with 1/4"x4-1/2" screws through the top of the .N rER HARDY FRAME' BRACE FRAME 5 >1 � M Frame, through the filler and into the double top plates or header above. For fillers larger than 1-1/2 net, ILO refer to details 26 through 28. z 0 LL Step 3: Second Floor Installation — Brace Frames A) Install a solid 4x rim in the floor system below the Frame. PSL or LSL material is recommended. < B) After the floor is sheeted, plot and cut the bottom plate in same fashion as first floor installation C) Use all thread to connect the corners of the second floor Frame to a Frame, Panel or Post below. D) Secure the base of the Frame with 1 /4' x4-1 /2" (min) screws per schedule. -. E) After framing and plumb & line are complete, 'install 1 /4" x3" screws through the top of the Frame into the FL SHEA ING double top plates or header above. 2x BLK'G Step 3: Second Floor Installation — Panel with Bearing Plate HARDY FRAME FL JOIST UJ BEARING PLATE A) Install i a solid 4x or 6x rim n the floor system below the Panel. PSL or LSL material is recommended. Z ALL THREADS `�� B) Notch the floor sheeting and screw each end of the Hardy Frame Bearing Plate directly to the rim below with 0 M PER PLANS 1/47xS (min) screws per schedule. If the rim is 4x, add a 2x ledger to allow for boundary nailing of floor 4x RIM „ . sheeting. UJti C) Install the second floor Panel directly on the Bearing Plate. 2-2x TOP PINES `UJ 5 `�_ D) Use all thread to connect the corners of the second floor Panel to a Panel, Frame or Post below. OC) CONNECTORS E if necessary, install 4 1: 4"X" i s�� � + f4''x4 J2" HFS SCREWS BY OTHERS ) 1 I t) / ,. �-- U �':,y g Plate a n d SCHEDULE ::. 111­ .F .L, h e wn _ r t �_> _ rim below. 2x FILLER F) After I u m b I i n QTplete, place a 2x filler above the Frame to ke up the height INSTALLER TO ADD �`; � � �� differ e created `�Imi atinga ij2"x3"x3" PLATE the bot m plate, and connect with 1 4 x4-1 2 scre S through the top of the WASHER IN FIELD a Frame, ou h th fine n int" " c^U g the d able top plates or header above. For fillers Ia er than 1-1/2 net, ,..� w refer t© 26 a roug Y a t�),,,ds ma v due to 'ob conditions a ,; or s e Ica ns b the re ist ed desi n y Y I / P y g gLIJ N. STA ARDY ELS n p 1 fessio a 3 SEGTI )IS tri vla. WAM 4�/2 �fdiN H SCREWS > a . - - <- (pR EQUAL} PER SCHEDULE " SEER OF REG`Of�D � I9" `�. � �- 1/4 0x41jr (MIN} HFS SCREWS 4X SS[3D RIM ENGi PERMITTED TO MODIFY THIS FLMR (OR EQUAL) PER SCHEDULE fuitrt sNEETtNG M > C C� DETAIL 70 ACCOMODATE A SPECIFIC CONDITION Z V00 UJ HARDY F P CONNECTORS BY OTHERS �.. ,� BRACE FRAME OR POST 4x FM INSTALL STANDARD, ROUND, CUT - WASHER AND NUT, SNUG TIGHT CONNECTORS BY OTHERS 2x MOI E 1W PLATE MOISTURE BARRIER RECOMMENDED 23/4" (USE MOISTOP, 15# FELT OR BRACE FRAME AT RECOMMENDED EQU ALENT) LOWER LEVEL (11/2" ® 3/4" A.B.) m .y STACKED HARDY FRAM < 4 NO BEND IS REQUIRED ON BOLT WHEN EDGE DISTANCE AT TOP OF CONCRETE IS 4x THE BOLT O (MiN) RIB a 31/2" FOR 7l8"0 BOLT 41/2" FOR 1 1jg' 0 BOLT CONNECTORS BY OTHERS L THREAD HOLD DOWN BOLT WITH 1/2"0" SQUARE PLATE WASHER W/DOUBLE NUTS, OR TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PLAN FOUNDATION DESIGN BY OTHERS CONNECTORS BY OTHERS �— 1/4 0x3 HFS SCREWS (pR EQUAL) PER SCHEDULE SECTION AT RIM JOIST $4 HARDY FRAME AT UPPER FL KqWACTURED ....,r l M RAFM TRUSS R� CONNECTORS BY OTHERS -- ex BI.R'6 PER PLANS CONNECTORS BY OTHERS -g oil+, "4 DATE: AUG 15, 2003