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Plans v • GENERAL STRUCTURAL NOTES OFFICE COPY SE THE STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS.THE CONTRACTOR BEARS HELICAL PIERS ARE TO BE SPLICED WITH (2)4"DIAMETER GRADE 8 BOLTS. RECEIVED m r THE RESPONSIBILITY OF IMPLEMENTING THESE REQUIREMENTS INTO THE FINISHED WORK. o m a.1 MINIMUM INSTALLATION DEPTH IS 15'-0"± 1 UNO. o F- g TEMPORARY CONDITIONS: CONSULT ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER. OE[ 1 2 2010 ,T S¢Z t THE PIER SYSTEMS AND EXISTING FOUNDATION ARE DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. WHERE EXISTING STEM WALL AND FOUNDATIONS ARE DAMAGED DURING HELICAL PIER INS-tIWI ,TAG*:''s..LLER 2g 1 THE CONTRACTOR BEARS ALL RESPONSIBILITY FOR MEANS AND METHODS OF PIER INSTALLATION AND SHALL CONSULT THE ENGINEER OF RECORD. r • J ASSOCIATED MOVEMENT OF THE EXISTING STRUCTURE. BUILDING DIVISION141/ INSTALLATION PROCEDURES SHALL BE IN ACCORDANCE WITH ICC-ES EVALUATION REPORT ESR-3074. d DESIGN CRITERIA: • E •THE PIER SYSTEM IS DESIGNED TO IMPROVE THE SERVICEABILITY OF THE EXISTING STRUCTURE,AND IS VOLUNTARY. INSPECTION: cc CO THE DESIGN WAS BASED ON THE CRITERIA OF THE 2014 OREGON STRUCTURAL SPECIALTY CODE AND 2012 CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2012 IBC SECTION 1810.4.12. IN LIEU OF INTERNATIONAL BUILDING CODE.THE HELICAL PIER SYSTEM HAS BEEN DESIGNED IN ACCORDANCE WITH ICC ES CONTINUOUS INSPECTION, PERIODIC INSPECTION IS ACCEPTABLE PROVIDED IT IS APPROVED BY THE JURISDICTION. EVALUATION REPORT ESR-3074.THE FOLLOWING LOADS WHERE USED FOR DESIGN: FOR PERIODIC INSPECTION,THE INSPECTOR SHALL WITNESS THE INSTALLATION OF 20%OF ALL PIERS.THE SPECIAL DEAD LOADS INSPECTOR WILL RECORD THE PROJECT LOCATION, DATE, PERMIT NUMBER, PIER LOCATIONS, PART DESCRIPTION, PIER ROOF DEAD LOAD 15 PSF DEPTH AND INSTALLATION PRESSURE. FLOOR DEAD LOAD 15 PSF LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143(QUICK METHOD) ON 20 PERCENT U) WALL DEAD LOAD 10 PSFOF PIERS BUT NOT LESS THEN (2)TOTAL PIERS AND WILL BE SELECTED BY THE SPECIAL INSPECTOR.AN ALIGNMENT wcc CONCRETE 150 PCF LOAD SHALL BE APPLIED TO THE PILE PRIOR TO SETTING THE DEFLECTION MEASURING EQUIPMENT TO ZERO OR A I— w } r' REFERENCE POSITION.THE ALIGNMENT LOAD SHALL BE NO MORE THAN 10%OF THE ALLOWABLE LOAD(AL). < z w rn ROOF SNOW LOAD 20 PSF INCREMENTAL LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. CC Cr) o LL ti FLOOR LIVE LOAD(RESIDENTIAL) 40 PSF < 0 T O o TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION HELICAL PIER MATERIALS: ALIGNMENT LOAD(.10 DL MAX) 0 MIN. W Q Y g , 0.25 AL UNTIL STABLE p z GE BRACKET PLATES ASTM A36 0.50 AL UNTIL STABLE I— Z o a PIER TUBES ASTM A500 GRADE B OR C 0.75 AL UNTIL STABLE o EX I ERNAL SLEEVE AS I M A500 GRADE B OR C 1.00 AL UNTIL STABLE 0 '� PIER CAP AS I M A529 GRADE 50 1.50 AL UNTIL STABLE ALL-THREAD ROD ASTM A193 GRADE B7 1.25 AL UNTIL STABLE STEEL ANGLE SHAPES ASTM A36 1.75 AL UNTIL STABLE SHAFT COUPLER ASTM 513 TYPE 5 2.00 AL HOLD FOR CREEP TEST(SEE BELOW 0.04 INCHES SHAFT COUPLING HARDWARE GRADE 8 BOLTS WITH NUTS 1.75 AL UNTIL STABLE HELIX PLATES (ROUND SHAFT) ASTM A572 GRADE 50 1.50 AL UNTIL STABLE 1.25 AL UNTIL STABLE GENERAL WELDING SHALL CONFORM TO AWS D.1.1 WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS 1.00 AL UNTIL STABLE STRUCTURAL REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED.COMPONENTS OF 0.75 AL UNTIL STABLE NOTES THE PIERING SYSTEM ARE FABRICATED BY BEHLEN MANUFACTURING COMPANY,AN ISO 9001 CERTIFIED 0.50 AL UNTIL STABLE FABRICATOR. 0.25 AL UNTIL STABLE THE HELICAL PIER AND PUSH PIER DESIGN INCLUDES A SCHEDULED LOSS IN STEEL THICKNESS DUE TO LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10 MINUTE PERIOD. CORROSION FOR BLACK, UNCOATED STEEL.ANCHORS ARE DESIGNED FOR 50-YEAR SCHEDULED SACRIFICIAL IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD THE LOAD TEST SHALL BE HELD THICKNESS LOSS IN ACCORDANCE WITH ICC ES AC358. FOR AN ADDITIONAL 50 MINUTES,THE PIER IS TO BE DEEPENED AND RE-TESTED, OR THE PIER IS TO BE ABANDONED o AND REPLACED WITH A NEW PIER. IF THE LOAD TEST IS TO BE HELD THE PIER MOVEMENTS SHALL BE MEASURED AT 15, .Q 20,30,40,50 AND 60 MINUTES.THE CREEP VERSUS THE LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS Co' HELICAL PIER INSTALLATION: LESS THAN 0.080 INCHES BETWEEN 6 AND 60 MINUTES,THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL. o THE HELICAL PIER SYSTEM SHALL BE INSTALLED PER MANUFACTURES HELICAL PIER TEST PRESSURE (PSI): [ALLOWABLE LOAD]x 2/9.2 SQ. IN. RECOMMENDATIONS. S/R UCT UR44 0 CITY 01'TIGARD '<c- 0 P ROFFss MINIMUM INSTALLATION TORQUE IS DETERMINED AS FOLLOWS: RE�►YE-WE P0R CODE COMPLIANCE �5 cc �G 1 N FF /py HELICAL INSTALLATION TORQUE EQUALS ALLOWABLE LOAD x 2/Kt. Kt IS 73626 y PROJECT-31 Approved: r S101-318 THE EMPIRICAL TORQUE CORRELATION FACTOR PER AC358. FOR THE 2$" ©TC: I l DATE: DIAMETER HELICAL SHAFT, Kt = 9 ft"1. c OREGON el 12/9/16 •Permit#i - ��� FMe 2�'L �- BY: MINIMUM INSTALLATION DIFFERENTIAL GAUGE PRESSURE IS DETERMINED AS FOLLOWS: Address= 70 2 Q S . •rs it y F,QT �P�O OAS • W SHEET: DIFFERENTIAL GAUGE PRESSURE (PSI) = INSTALLATION TORQUE (FT-LB)/3.THE TORQUE DRIVE HEAD IS THE PENGO Suits#i S 1 .0 RS-7. $ vAO 1.3 -13— I c EXPIRES: 6/30/2018 E 68 4 _L vvvJJJ �... 129' =ao--f ,@ lba)Po S • U PROPERTY - 1 \ 141 g •v4 VU 98' 41' U) 2 o LU cc I— w >- N < U) Uma CC � 011LLI cc 1 Ez Amo QO Pcj ° p I I SCOPE OF WORK er � z z W0 z � cc ~ z cco ° DRIVEWAY D o O r U- 129' -`- SITE --_` TA Yu--) FERRYRO PLAN C 0 b a) 0 a) slizUCTUR44 co 0:0 P ROFFs > �� GINE `0 °C �� 4/ 3626 X13 9 PROJECT NO. S101-318 ...........—T____ DATE: O •- GON .,\' 12/9/16 �Q,��FMeER 2:‘9, .1, BY:BY: (/Pi W MI vP* DAS 1 SITE PLAN SHEET: S2.0 SCALE: 1/16" = 1'-0" EXPIRES: 6/30/2018 K E c 0 E G1 -ciwle • (5 J E- . U FOUNDATION/LEVEL 1 PLAN NOTES: 1) REFERENCE S1.0 FOR GENERAL STRUCTURAL NOTES. 2) FIELD VERIFY ALL MEASUREMENTS INDICATED ON PLAN. co 2 o W cc r ------ -1 r -I 3) INDICATES EXISTING CONCRETE STEMWALL AND I— w >- N J I.®J—C®J La+H STRIP FOOTING. CC CO Q LL cc cc s-1 I LLZ cncr0 L®J Li-- LJ—� 4) INDICATES EXISTING WOOD BEARING WALL. Q 0 i 9 9 EXISTING SLAB cc H Z r z I GRADE Wr1� ( ON 0 Z Scy LJ I1 LJ--CJ 1 5) ( ( INDICATES EXISTING BEAM BELOW. ~ Z cc o a 1 r®- _v r,-1 I-0 1 0 or:_), J LJ LJ--CJ 51 r_, O I% %I 0 6) 1 ® I INDICATES EXISTING POST ON SPREAD FOOTING. J Li LTJ Li iter' © 1 L—J r 2'-0° 1 l 1 5'-0" S4.1 I 7) 1 INDICATES SPAN DIRECTION OF EXISTING 2X J r DECKING. O O -11_ 1'-Q" EXISTING 4'-6" 1'-0" 8) O INDICATES HELICAL PIER NUMBER,WITH FOUNDATION/ ALLOWABLE LOAD PER THE FOLLOWING LEVEL 1 PLAN L LJ LJ SCHEDULE. REMAINDER OF EXISTING STRUCTURE BEYOND HELICAL DESIGN INSTALLATION GAUGE SCOPE OF WORK PIER# LOAD (LB.) PRESSURE (PSI) 1 -5 8000 1000 c 0 .Q b Cl) a) 0 a) S.cRUCTURg4 o "\<c• PRare o -1- . Sji a) - GINFF 4O M `v 73626 PROJECT NO. 5101-318 0 DATE: OREGON ^n' 12/9/16 �O� c`�MeER 21�� .k BY: FipT W. VP�� DAS EXISTING FOUNDATION / LEVEL 1PLAN0 SHEET: } SCALE: 3/32" = 1'-0" EXPIRES: 6/30/2018 S2.1 ( t E HE © m .m - .fz.1 2 lseS w�-Z Ud • U J t • P1— co C) 2 a W cc I— w >— Q (o U (SEc.1 ROOF PLAN NOTES: 2 } Z LL 6- r ----fir -i r I C_ W CE II i i I I 1) REFERENCE S1.0 FOR GENERAL �- Z w p Q I' II II ii m 11 STRUCTURAL NOTES. paC .),c- ,. Z J ° Iin 2) k c)INDICATES EXISTING WOOD BEARING 0 Q O i 1 WALL BELOW. Z o a .1.-r-:-_,=== 1 O o ° ° b ° ° I 3) C. INDICATES EXISTING BEAM BELOW. u. I I "% I II , ; 1 ii DO 11 Fri 4) ® INDICATES EXISTING POST BELOW. n J 1 n 11 1 II 11 1 11 it 1 5) /fiN INDICATES EXISTING ROOF RIDGE OR HIP. F_ - EXISTING r II (E) R (E) R ROOF FRAMING 1,//� _ 6) (E) R INDICATES EXISTING ROOF RAFTER PLAN " FRAMING. (E) R (E) R L J ®- C 0 REMAINDER OF EXISTING -n STRUCTURE BEYOND co SCOPE OF WORK o a) S.�RUCTURg4 o rl ��D PROFFsNF ��� 3626 PROJECT NO. S101-318 DATE: O�c OREGON 0 12 /9/16 �O� FM9ER 21,E O�� BY: F/Pj W 1P� DAS EXISTING ROOF FRAMING PLAN SHEET: ED = EXPIRES: 6/30/2018 o2.2 SCALE: 3/32" 1-0 IroW�(,„ Z EXISTING STEAMWALL ON STRIP FOOTING 141 g • H • ' a U EXISTING SLAB ON • •N = 1- GRADE TYPICAL CO 11 --1I1=11I • =1 I 1=1 1H 11- x. 111=1II-III • A •° . ° . °Q. I 1 — _ I CHIP EXISTING FOOTING AS III=11 ��I ��� 11=-111- • 1=1 I I EXTERIOR FAOCELIGN OS SBEMWALLRACKET WITH CO w 6 11=I 11LI11=-111=- Q 1- w BOTTOM OF EXISITING _ a —III 2 >- z w FOUNDATION — — I 11 1=11 CCU) o ut cc ' I�III11 11 < 0 z9Z IIII—III= -11 — FOUNDATION SUPPORTWORKS FS288B cr, 1— _ Q BRACKET. REF. S4.2 THROUGH S4.6 FOR W a z �- cc 1 1=II=' II1=II1=III BRACKET CONSTRUCTION ~ za cc o 2 ) 11=111=-111 1=111=111-7 0 0 I11=IIIIii �Illii�lll LL FOUNDATION SUPPORTWORKS IFS288ES30 EXTERNAL SLEEVE PIER FOUNDATION SUPPORTWORKS DETAIL 28"0 EXTENSIONS IN 3'5,7', OR 10 SECTIONS AS REQUIRED (MODEL#'s HP288E3A, HP288E5A, HP288E7A,OR HP288E0A) ' FOUNDATION SUPPORTWORKS HP288L5H02-3850 LEAD SECTION(10712" o HELIX CONFIGURATION) n U a) N i 0 a) S.c R U C T U RA 4 0 to -"Noll-lir 0 P WII _ .\<s, ,c,,s, j G 1 N e 4;. co cc 444 m" 73626 PROJECT NO. Lk- S101-318 -I '~ DATE: 00` OREGON 12/9/16 0 444 mac..•McER 21 �OAs 4 CP BY: DAS (j) HELICAL PIER DETAIL T w. vP SHEET: SCALE: i" = 1'-o" EXPIRES: 6/30/2018 S4. 1 r S03 5,€ , _€ds ij rciW �c Z FaS§ • U �SYM g ,LE.PIER ♦ i2 4 2"REF 1 10"REF j O ir 3n 2 _� - - 4 0 C 8 I , — - © I I REF. I I U) 1 — _ 8°REF l,I , t o W d 1/4 V I I I I oc f- w 2 0 I �.�- ° 8"REF I >- z w rn s2° llE 0 ©O I I I 0 LT zci) o n 0 © REF I�EF I 1 LL Z L 1 I 1 Q0 X00 11"REF I l i /4 � � I � � � Q Y � g \ o i_ in — H — -� - -STARTING O o FROM ITEM 8) 1/4 V 4 1/4 V cp 6 I 1/4V 5 /4. , 0/4•' E, 1 I -�-- I 0 i 0 © if— 2 t --P" o /4 © /4 BRACKET NOTES: DETAIL 1. SEE LATEST REVISION OF DRAWING"FSI-MATERIALS" FOR MATERIAL DESIGNATIONS AND MINIMUM VIEWAlla MECHANICAL PROPERTIES. SCALE 1:4 /4, 2. ALL WELDING TO BE IN ACCORDANCE WITH AWS D1.1 LATEST ISSUE WITH E70-XX MIN ELECTRODE. c 0 .Q 3. © INDICATES ITEM NUMBER. REF. S4.5 AND S4.6. cn Co aa) 0 4. HOLE IN ITEM 3 TO BE IN LINE WITH HOLE IN ITEM 4. 5. HOLES IN ITEM 7 TO BE IN LINE WITH HOLES IN ITEM 4. S. gucruR44 0 ����p PROret, 6. WHEN THE PART NUMBER ENGS WITH" G", IT SHALL BE �SG INF /prr PROVIDED AS HOT DIPPED GALVANIZED IN ��' 4QX a 73626 F'P PROJECT NO. ACCORDANCE WITH ASTM A123. S101-318 ,_ -�`— DATE: •'EGON .Y 12/9/16 / SHEET NOTE: $ CF ,yo 4 , DWG REPRODUCED WITH PERMISSION FROM 049 'SER 21' � BY: FOUNDATION SUPPORT WORKS INC. FST W. \IPDAS S SHEET: EXPIRES: 6/30/2018 S4.2 E $ E m 1 Ao . • aiiihipE 4 ci J • U cc 1/4 V IC-SYM O 0 1 1 1 1 I Oafpli 1/4 r co 0 2 LLI a/ % I— in ,„_>- cv 1/4 V REF ' i CC 0 rn cc - / - - - - - - LL Z u� oc i I i QO cToo t 0- - 1 % OC __Z <r>- 1 0 i ' L �SYM I � Q Y � g W J L 0 i I % Z u) 2 ON3 c) O A LL 1/4 V Oj � 0 I I II 1 0 I BRACKET DETAIL VIEW © SECTION Ailli SCALE 1:4 - SCALE 1:4 _ ROTATED 2°CLOCKWISE c 0 0 NOTE: REF S4.2 FOR NOTES. a) 0 a) S..sRUCTURg4 0 �(� �p PROr, CSLP \-..) Gu NF 42 cc `� "�, 26 �� 7 PROJECT NO. S101-318 M ~ DATE: SHEET NOTE: o OREGON &`\' 12/9/16 DWG REPRODUCED WITH PERMISSION FROM 19 q-4,8. S O� ER 2'‘• �A. BY FOUNDATION SUPPORT WORKS INC. F,pi. vp� DAs SHEET: W EXPIRES: 6/30/2018 S4.3 E • J I c_PIER — — . ,._ gI __ —I® 0 z, -- — — __[ _ \ c.) •"I = 7 , On -1L!---- I — c II - I I 0 - -- O O 1/4[/I — - - II �SYM 11 I - I I I t— I ---- —, I 0 2 a u TT— wcc O } N �II - I � >- WWrn 5u - - [ D Cn cc O 8 —"''IIII - cc �L z Fr) 3.. ci < O min O REF 1/4 V \ __ 1- W Q z ~ VIEW 4 1/4 V 1-- Z o� o ES SCALE 1:4 _ I O ro ROTATED 2°CLOCKWISE , (NO WELD � c_PIER © I O BRACKET DETAIL NO WELD iwril % -— NO WELD ( I I SYM LA O \ / O hi 0 - 211 1/4> c a. ,, o s O n 32" U ,- 24 cn REF DETAIL 6 a SECTION © SCALE 1:2 _ ScRUCTURq< 0 is glir SCALE 1:4 ROTATED 2°CLOCKWISE NOTE: REF.S4.2 FOR NOTES. �E ��, 'D PN OFFSL5ir, i. �� 4� .73626 � PROJECT NO. �j S101-318 � DATE: c OREGON .`V 12/9/16 SHEET NOTE: �cF `10 _ DWG REPRODUCED WITH PERMISSION FROM D� Mem 2\, O1, BY: FOUNDATION SUPPORT WORKS INC. FST W. \IP* SHEET:DAS EXPIRES: 6/30/2018 S4.4 E E 271g E -,- OD 1 t 11 is 74 iRIE . — U \ \ \ 4:41 g •• U ccH 7 cn 6 In 5 e a 108..10ta'• 10k, lot co \ 2 o 1" _ I— w >- N QCi) o (v cc Cf) C1 LL cc cc L!_ Z cncr0 \ \ < 0 moo y9u 5u lu 5a s 6 � ~ zQg 111s 64" HQ z � � Z � `n � ITEM ITEM © D o SCALE 1:4 1111. SCALE 1:4 0 F2 i 6 i' / 2 3n 4 p 1n 4 3n 3' I4 64 I 0 2 16 O 01 BRACKET 2 4„ DETAILS pi 2a 2X01 s to 5� 15.. igt 416 \ O 2 + u 2 1 3" t s s ,k c O .Q 02 +0.03.. 4$° Ca 16 —0.01" o a) ITEM © ITEM 4 SIRUCTU64q4 0 SCALE 1:4 411. SCALE 1:4 gip ����p PROre ssN �� GINE - 0L �c "� 73626 �P PROJECT NO. S101-318 DATE: OREGON ^�' 12/9/16 SHEET NOTE: F` o �, DWG REPRODUCED WITH PERMISSION FROM O� FMg 2\.� .� BY: FOUNDATION SUPPORT WORKS INC. F,Pi. W VP�ODAs SHEET: EXPIRES: 6/30/2018 S4.5 5 g• g,:. 1 �„ ITEM BILL OF MATERIAL FINISHED go z l 16 NO. QTY. DESCRIPTION MATERIAL WEIGHT(LBS) • c�a -,— _I 1 2 PL3/8 x103/8x119/16 A36 6.8 ♦ 2 1 PL1/4 x63/4 x101/4 A36 4.4 1 4„ 11 s' 3 1 PL 3/8 x 61/2 x 81/4 A 36 3.1 01-- - 1 PL 3/8 x 4 15/16 x 8 1/4 A 36 3.4 5�" vii: 1- p. 2 PL 3/8 x 1 3/4 x 5 5/8 A 36 0.9 ♦ cc s 7 1 PL 1/2 x 10 x 1'3/8 A 36 11.3 ccnn ITEM 6 0 ' 1 PL 1/4 x 10 x 1'5/8 A 36 6.8 44-40 SCALE 1:4 Mr TOTAL: 44.4 11: i 4 '" i 8 4 i C� W'— 2�" 4. 1 „, ,, / t 1 1" I— w } N a a y -� 10" Hh9 1 4" i i - 1 t6"/ Q Z 2 0C Z Ct 1. 1 i t_ 28 4" / 1 4TYP. 1 4.. ~ Qo0 s011s 0 o 4 4" 4 4" 10" 8 TYP. LL. 8.. O I - 1" • BE�JD LINE 1" - 1. s.. 4 TYP. 1" BRACKET DETAILS - s 20 REF R 6" I + o 2" Q . U ITEM Q NOTE:ALL DIMENSIONS FO THIS ITEM ARE 4" 3" i o INTENDED TO SHOW MEASLED DIMENSIONS ITEM $ SCALE 1:4 ALONG THE TOP SURF E, ITHE PLATE. a SCALE 1:4 111, 013931744, W k,0 PROre �,C5 �+ 73626 �13 y PROJECT NO. S101-318 DATE: .4.4'.4;„ SHEET NOTE: 9c OREGON O , 12/9/16 DWG REPRODUCED WITH PERMISSION FROM OQ Oe, 2\•� �� BY: FOUNDATION SUPPORT WORKS INC. F,p- W \IP�� DAS SHEET: EXPIRES: 6/30/2018 S4.6