2413 N Poinsettia St - Plan - Laserfiche WebLink

Home Browse Search

BACK TO BACK REINFORCED ANCHORAGE (BB -RA) REINFORCED ANCHORAGE (RA) UNREINFORCED ANCHORAGE (UA) 1. DESIGNS ARE TO RESIST LOADING PER A 1��1�.�Q.¢�. UI ing gen y 9 STD INDICATES ANCHORS COMPLYING W TH A:S�}vi (; b.h Model Panel Width Anchorage 1 Rod Dia Rod 2,3 BB -RA Stirrups 9 Shear7 1e4 Cal Ca2 (in) (in) Grade (in) (in) (in) (in) Ties # 3 (min) HFX-9x 9 1-1/8-STD-BB-RA STD 15 8 - # 4 @ 19-3/4 3-3/4" OC HFX-12x 12 1-1/8-STD-BB-RA STD 13 - # 4 # 3 (min) @ 4" OC 1-1/8-HS-BB-RA HS HFX-15x 15 1-1/8-STD-BB-RA STD 14 - # 4 1-1/8-HS-BB-RA HS 1-1/8 11 HFX-18x 18 1-1/8-STD-BB-RA STD 23 15 - # 4 1-1/8-HS-BB-RA HS 20-5/8 # 4 (min) @ 4„ OC H FX-21 x 21 1-1/8-STD-BB-RA STD 16 - # 4 1-1/8-HS-BB-RA HS H FX-24x 24 1-1/8-STD-BB-RA 18 - # 4 1-1/8-HS-BB-RA M Model Panel Width Anchorage 1 Rod Dia Rod 2,3 RA Stirrups 9 Shear7 le4 Cal Ca26 (in) (in) Grade (in) (in) (in) (in) Ties # 3 (min) H FX-9x 9 1-1/8-STD-RA STD 8 - # 4 @ 19-3/4 3-3/4" OC HFX-12x 12 1-1/8-STD-RA STD 9 - # 4 1-1/8-HS-RA HS # 3 (min) HFX-15x 15 1-1/8-STD-RA STD 1-1/8-HS-RA HS @ 4" OC 1-1/8 15 11 10-#4 HFX-18x 18 1-1/8-STD-RA STD 1-1/8-HS-RA HS 20-5/8 H FX-21 x 21 1-1/8-STD-RA STD 11 -#4 1-1/8-HS-RA HS # 4 (min) @ 4" OC HFX-24x 24 1-1/8-STD-RA STD 12 - # 4 1-1/8-HS-RA HS Rod UA Model Panel Anchorage 1 Dia Rod 2,3 Shear7,8 le Ca15&Ca26 Height (in) Grade (in) (in) Ties HFX-9x 79.5" - 8' 1-1/8-STD-13-19 STD 13 19 HFX-12x 78" - 10' 1-1/8-HS-20-30 HS 20 30 1 -#3 1-1/8-STD-14-20 STD 14 20 HFX-15x, 18x 78" - 13' 1-1/8 HFX-15x, 18x 1-1/8-HS-20-30 HS 20 30 Balloon 14, - 20 1-1/8-STD-14-20 STD 14 20 H FX-21 x, 24x 78" - 13' 1-1/8-HS-23-34 HS 23 34 2 - # 3 HFX-21 x, 24x Balloon 14'- 20 1-1/8-HS-20-30 20 30 36 WITH A HARDY FRAME BOLT BRACE (H XBB) INSTALLED WITH STD OR GRADE 8 DOUBLE NUTS ON THE EMBED END. 3. HS INDICATES ANCHORS COMPLYING W11 H ASTM A193 jjjo WITH A 1/2 x3 x3 (MIN) HFPW PLATE WAS ER INSTALL DOUBLE NUTS ON THE EMBED END (HFX B NF1@U[RM I I SS U N C 4. LE = LENGTH OF EMBEDMENT FROM THE OP OF FOOTING OR GRADE BEAM TO THE TOP OF THE HFXBB BOLT BRACE (TOP OF THE EMBEDDED HFPW PLATE WASHER HS ANCHORS) () 5. CA1 = DISTANCE FROM HD CENTERLINE TOfflffift&CUHE J o FOOTING OR GRADE BEAM. W of 6. CA2 = DISTANCE FROM HD CENTERLINE TOP@WHE FRONT z � � AND THE BACK FACE OF THE FOOTING OR GRADE BEAM. w 7. SHEAR TIES ARE GRADE 60 (MIN) REBAR � NEAR EDGE DISTANCE CONDITIONS PER ACI 318-19, F'C = 2,500 O O 0 PSI. CURBS AND STEM WALLS MUST BE 6 INCH (MIN) WIDTH FOR X z CIO UA AND RA, 12 INCH (MIN) WIDTH FOR BB -RA. L.L W 8. FOR UA APPLICATIONS, ADDITIONAL TIES MAY BE REQUIRED AT Z o Q BACK TO BACK REINFORCED ANCHORAGE NOMENCLATURE REINFORCED ANCHORAGE NOMENCLATURE UNREINFORCED ANCHORAGE NOMENCLATURE STEM WALLS. SHEAR TIES ARE NOT REQUIRED FOR 1 1-1/8 - STD - BB - RA 1-1/8 - STD - RA 1-1/8 - STD - 14 - 20 INSTALLATION AWAY FROM EDGE (SEE DETAIL 1A), INSTALLATION U) b REINFORCED ANCHORAGE - END & EDGE DISTANCE (Cal & Ca2) ON WOOD FRAMING, OR FOR IRC BRACED WALL PANEL J < "BACK TO BACK" INSTALLATION REINFORCED ANCHORAGE EMBEDMENT DEPTH ( le) W � ROD GRADE ROD GRADE ROD GRADE APPLICATIONS. LU ROD DIAMETER ROD DIAMETER ROD DIAMETER 9. STIRRUPS ARE GRADE 60 (MIN) REBAR. SEE TABLE FOR SIZE AND c_ SPACING. SEE "STIRRUP LAYOUT" DIAGRAMS AND "KEY" FOR 0 Ca2 LAYOUT PATTERNS. w Ca2 Ca2 10. CONCRETE EDGE DISTANCES MUST COMPLY WITH ACI 318-19 0 ~ J 26" Min 4" 0 22" Min SECTION 17.9.2. COATED REINFORCEMENT MAY BE SPECIFIED BY z � Ca2 Ca2 Ca2 w � ~ ,� THE FOR TO LIMIT EXPOSURE AND THEREFORE REDUCE Ur — LZ LMINIMUM CONCRETE COVER. COATED REINFORCEMENT MUST Q w 0o Cal Min. 2'-6'� Cal Min. 2'-6'�kCa1 Ca1-�` COMPLY WITH ACI 318-19, SECTION 20.5.2. = e� Uz 0 0 1350 BEND 0 0 0 0 135° BEND 2 %2" (Min) Over -Lap 2 %2" (Min) Over -Lap O J Q 3 3 O © O Q 7 /4 7 /4 W RADIUS: RADIUS: U LU O le + 1" 0 0 16 3 s ., z LL #3=/4 Min 0 - #3=/4 Min O o 0 O RADIUS: 1" # 4 = 1" Min # 4 = 1" Min — 0 0 = s LEN TH RADIUS LENGTH EDGE VIEW _ ~ # 3 /4 Min G 0 o LENGTH _ 2-3/4" FOR ,13" Min4 # 4 = 1" Min (1A/HFX1) 9" Min4 (1A/HFX1) PANEL ON "RA" SPA 15" Max 2 EQ 3 EQ 11" Max 2 EQ 3 EQ SHEAR TIES NOT REQUIRED WHEN TOP OF CONCRETE CONCRETE (2A/HFX1) A B SPA B A A B SPA B A KEY KEY SPA A B SPA A= 2-1 /2" o.c. A LoLee B B A A B B A B A A= 3" 0. C. / '' I ®fo ,•I I I B= 1-1/4" ea I i Fi I I I B= 1-1/2" ea HFX-9x HFX-12x HFX-15x Side of HD HFX-9x HFX- 12x HFX-15x Side of HD A B EQ B A A B EQ B A A B EQ B A 3 EQ 4 EQ A/ SPAA B SPA B A A B SPA B A A B A A B A ® • ® • ® • I I I I I I HFX-18x H FX-21 x H FX-24x HFX-18x H FX-21 x H FX-24x Model Length End Distance Edge Distance H FX-9x 7-1/2" 2-3/8" 2-3/8" HFX-12x 10-1/2" 6-1/4" 3-1/2" HFX-15x 12" 7-3/8" 4-1/4" HFX-18x 15" 8-3/8" 5" H FX-21 x 18" 9-3/8" 5-1/2" H FX-24x 2111 10-3/8" 6" Model Width DA9 H FX-9x 9" 1 -3/4" 5-1/2" HFX-12x 12" 8-1/2" HFX-15x 15" 2-5/8" 9-3/4" HFX-18x 18" 12-3/4" H FX-21 x 21 " 15-3/4" H FX-24x 24" 18-3/4" W U) U) J J W o O ot� Qom U U W BB -RA SHEAR TIES & STIRRUPS RA SHEAR TIES & STIRRUPS UA SHEAR TIES 1JAHFX ANCHOR CENTERLINES A 3A = Lu Q Uj 2�i C W r` 4�� A. #4 (Min) Longitudinal Rebar A. #4 (Min) Longitudinal Rebar A. Shear Ties per UA Table Q z L Top and Bottom by FOR Top and Bottom by FOR A B. 10" Max or per Plans � ,� N = B. le - 311 B. 12 Min C. le per Table � C. le per Table C. 15,', Min D. Ca2 per Table IMPORTANT! of o `U o D. le + 7 D. 22 Min E. ±1 from Top of Concrete C _ E. CL = 10" Min, 12" Max E. CL = 6" Min, 8" Max to CL of Shear Tie = U `" _ F. 2'-2" (Min) _ _ F. 1'-10" (Min) _ B F. 1" CL @Upper Two Ties 1. ANCHORAGE IS DESIGNED FOR TENSION AND � III III_ A G. ±1" From Top of Concrete —III:II IIII= „ A G. ±1" From Top of Concrete—III:II II� G. Shear Ties per RA Table SHEAR TRANSFER ONLY, FOUNDATION DESIGN =1 = = to CL of Shear Tie _ =i to CL of Shear Tie _ _ =i when Top of Concrete is PER EOR. II ° -II - -II II; >_ 8" above To of Slab _I H. 1 CL @ Upper Two Ties Ij ° H. 1 CL @Upper Two Ties II p III II: g C D I. Shear Ties per Table -11 I' g C D I. Shear Ties per Table -11 C I' _ H. 12" Min IIII J. 2'-6" (Min) UNO by FOR III I. "=l1 �i� J. 2'-6" Min UNO by FOR III I, -III-l1 II' I. Cal per Table 2. REINFORCEMENT SHOWN IS THE MINIMUM .III ° ° 11= III III=1� K. Stirrups per Table III ° ° III II III=III-I K. Stirrups per Table ° II: L. Cal per Table FRI % III ° ° III L. Cal per Table li �I =l1 II; REQUIREMENT AND IS NOT INTENDED TO - - I- I- E TII II_I E ill I' REPLACE REINFORCEMENT DESIGNED BY THE ° — D D EOR. ° _ 1= =I - -1 — _----- F� = = ��I IIII�u=_�,�CURB (12" MIN WIDTH) "" 1 III II-1 CURB (6 MIN) WIDTH �I�_ III III CURB (6" MIN) WIDTH =II ,;,- - — — _ III III II- 3. FOR RA AND BB -RA INSTALLATIONS THE ° 11= -1 i I 11= , EXTERIOR SLAB �ii = _ - -III EXTERIOR SLAB !��1= _ _ = II! G EXTERIOR SLAB !1l1= _ _ — _ _ = II! HFXBB BOLT BRACE MAY BE PLACED ON TOP INTERIOR SLAB INTERIOR SLAB INTERIOR SLAB OF THE STIRRUPS WITH DOUBLE -NUTS INSTALLED AT EMBED END OF STANDARD G - 2G't = _ GRADE ANCHOR RODS. (NOTE: )/2" x 3" x 3" MIN. �' _ _ �- _ HFPW PLATE WASHERS ARE REQUIRED TO BE -1 I= I -I r A - -1 I=I I -I I A -1 I -III- I -III- -1 11=I III- - = III- - ICI— F_ ICI_ -1 = -I - il1 ill STRENGTH ANCHOR RODS.) --- ----- - - - -n �� o II o 0 o II o II o— o 0 0 0 o II o 0 0 o II II o 0 0 �� o 0 0 0 0 0 0 0 o II o o II o o II o 0 0 0 0 o II o ;�I III II IIII_IIII11 II IIII-IIIIII II II11 II II II II1111 II II II ;�I !(� II II II -II II II II II II 11IIII 11IIII 11IIII II II II-II11 II ;�I _ _ ;�I = D CiIIII II11II II II II II11II II II II.___� IlIl11 =II II II II1111 II II II D BIIII II II II II II II II II II-11II II�__� 11IIII 11IIII II II II II11II C 4. HIGH STRENGTH ALL -THREAD RODS PROVIDED DATE: -1 IIII II 11 II _ II II 11 II 11 II - II II I�--U II II 11 II II II II 11 11 II II II -I IIII II II II - II II II II II II 11 II ICU 11 II II 11 II II II II II _ II 11 II -1 - =1 - - BY HARDY FRAMES ARE STAMPED ON BOTH ---li --II --II ---I-. -I-. I.- -------- --0 --_ u _ u --u _ u _ II .I .aI ------__ -II -.-I .I- ------ ---it ---- ---I-. -I-I .iiI- -------- ii IIii— I I---LJLJL-------- --------J--- L_ILJL-------- JL-- -1-- ----LJLJL-------- ________ L_IL JL__----__ ENDS. - - 2023 H F i—I i —III—III—III—III—i I i—I i I—i I i —i I I=1 I I=1 I I=1 I I=111=1 I I=III—III-III-III=III- � �—I � I -III —III —III —III —I i i—i I i—I i I III—III—III—III—III—III=III—III-III=III= I I I I—� I —III III—III—III—i i i i i I—i I i I—i I —III—III—III—III—I i i—i I i—I i I B 7 L L I I CURB @ OUTSIDE CORNER CONTINUOUS FOOTING CURB @ OUTSIDE CORNER CONTINUOUS FOOTING STEM WALL @ OUTSIDE CORNER CURB @ OUTSIDE CORNER H FX 1 BB -RA SECTIONS & ELEVATIONS 3 B RA SECTIONS & ELEVATIONS 2 B UA SECTIONS & ELEVATIONS 1 B IMPORTANT NOTES B