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Plans V GENERAL STRUCTURAL N of COPY OTES �_ E THE STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS.THE CONTRACTOR BEARS 3„ � ci 8 HELICAL PIERS ARE TO BE SPLICED WITH (2) a DIAMETER GRADE 8 BOLTS. j = m THE RESPONSIBILITY OF IMPLEMENTING THESE REQUIREMENTS INTO THE FINISHED WORK. mF. la E MINIMUM INSTALLATION DEPTH IS 10'-0"± UNO. JAN O 20IJ/ z ¢ i.go TEMPORARY CONDITIONS: $o _ CONSULT ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER. y g o w Va THE PIER SYSTEMS AND EXISTING FOUNDATION ARE DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. i ¢o THE CONTRACTOR BEARS ALL RESPONSIBILITY FOR MEANS AND METHODS OF PIER INSTALLATION AND WHERE EXISTING STEM WALL AND FOUNDATIONS ARE DAMAGED DURING HELICAL PIESIGt I r,' TALLER `" a ASSOCIATED MOVEMENT OF THE EXISTING STRUCTURE. SHALL CONSULT THE ENGINEER OF RECORD. DESIGN CRITERIA: INSTALLATION PROCEDURES SHALL BE IN ACCORDANCE WITH ICC-ES EVALUATION REPORT ESR-3074. J • THE PIER SYSTEM IS DESIGNED TO IMPROVE THE SERVICEABILITY OF THE EXISTING STRUCTURE,AND IS VOLUNTARY. INSPECTION: •14 THE DESIGN WAS BASED ON THE CRITERIA OF THE 2014 OREGON STRUCTURAL SPECIALTY CODE AND 2012 N INTERNATIONAL BUILDING CODE.THE HELICAL PIER SYSTEM HAS BEEN DESIGNED IN ACCORDANCE WITH ICC-ES CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2012 IBC SECTION 1810.4.12. IN LIEU OF — 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 WALL DEAD LOAD 10 PSF LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD)ON 20 PERCENT C!) CONCRETE 150 PCF OF PIERS BUT NOT LESS THEN (2)TOTAL PIERS AND WILL BE SELECTED BY THE SPECIAL INSPECTOR.AN ALIGNMENT W ce LOAD SHALL BE APPLIED TO THE PILE PRIOR TO SETTING THE DEFLECTION MEASURING EQUIPMENT TO ZERO OR A I— w w ROOF SNOW LOAD 20 PSF REFERENCE POSITION.THE ALIGNMENT LOAD SHALL BE NO MORE THAN 10%OF THE ALLOWABLE LOAD AL . Q CO CJ ~ ( ) z � N INCREMENTAL LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. 2 }- w w CC 0 5 c FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF LL z w U Sc TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION Q 0 cc z HELICAL PIER MATERIALS: ALIGNMENT LOAD (.10 DL MAX) 0 MIN. MI— cc m 0 0.25 AL UNTIL STABLEL11w BRACKET PLATES AS-IM A36 0.50 AL UNTIL STABLE 0.75 AL z a ~ PIER TUBES ASl M A500 GRADE B OH C UNTIL STABLE EX LEHNAL SLEEVE ASTM A500-GRADE B OR C 1.00 AL UNTIL STABLE r PIER CAP ASTM A529 GRADE 50 1.50 AL UNTIL STABLE lL 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 WELDING SHALL CONFORM TO AWS D.1.1 WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS 1.00 AL UNTIL STABLE GENERAL 0.75 AL UNTIL STABLE STRUCTURAL REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. COMPONENTS OF 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 FOR AN ADDITIONAL 50 MINUTES,THE PIER IS TO BE DEEPENED AND RE-TESTED, OR THE PIER IS TO BE ABANDONED THICKNESS LOSS IN ACCORDANCE WITH ICC ES AC358. AND REPLACED WITH A NEW PIER. IF THE LOAD TEST IS TO BE HELD THE PIER MOVEMENTS SHALL BE MEASURED AT 15, o 20,30, 40, 50 AND 60 MINUTES.THE CREEP VERSUS THE LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS a HELICAL PIER INSTALLATION: LESS THAN 0.080 INCHES BETWEEN 6 AND 60 MINUTES,THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL. 0 0 THE HELICAL PIER SYSTEM SHALL BE INSTALLED PER MANUFACTURES HELICAL PIER TEST PRESSURE (PSI): [ALLOWABLE LOAD]x 2/9.2 SQ. IN. RECOMMENDATIONS. ScRucTURq4 o MINIMUM INSTALLATION TORQUE IS DETERMINED AS FOLLOWS: CITY OF TIGARD �c PROFF REVIEWED FOR CODE COMPLIANCE ��) G 1 N e ",2 c HELICAL INSTALLATION TORQUE EQUALS ALLOWABLE LOAD x 2/Kt. Kt IS Approved: f /I ;v - 73626 13PROJECT NO. THE EMPIRICAL TORQUE CORRELATION FACTOR PER AC358. FOR THE 2a” OTC: 1 S101-324 DIAMETER HELICAL SHAFT, Kt = 9 ft-1. L...........„:=____ DATE: o�, Permit#: OREGON .N 1/27/17 ms-fro » - �0 03 9 MINIMUM INSTALLATION DIFFERENTIAL GAUGE PRESSURE IS DETERMINED AS FOLLOWS: Address: 13 79 9 ,3,,Lv;z,, �.r✓ -,=. 0FMefR 2�(f) 4-, BY: DAS Suite##: j W. \I P� DIFFERENTIAL GAUGE PRESSURE (PSI) = INSTALLATION TORQUE (FT LB)/3. THE TORQUE DRIVE HEAD IS THE PENGO `- SHEET: RS-7. y -TI Date! I_ _1-� S i . EXPIRES: 6/30/2018 i E 0 Cm o'$ E � 3, 1m w N8owi(8 logo t- 53' Fdaif=a • V il\ I . . • U cr cn TREE PROPERTY LINE 2 W cc in 14-2 1 I Q (j (° 2 85' 92' cc } wwti cc p > rn QO cczo mil1— cmc Q Q w 1_ o RI 'cc.; Z O T I `I SITE I � — PLAN I I SCOPE OF WORK 48' c 0 .0 U a) a SW BENCHVIEW TERR. 0 to sIRUCTUR44 0 QED PROFF > "\, GINF�`�`1/0 0 73626 13 y PROJECT NO. S101-324 DATE: • OREGON .�`� 1/27/17 FPS. ,L0 4-v McER 2\• ,-.1- c.., BY SITE PLAN FSI W. \I t` ‘ SHEET DAS 1 SCALE: 1/16" = 1'-0" S2.0 EXPIRES: 6/30/2018 • (11_ N. $ ¢ EoZ UisQs �'-oZw�U • . gi r • _, U .14 FOUNDATION/LEVEL 1 PLAN NOTES: 1 I 1) REFERENCE S1.0 FOR GENERAL STRUCTURAL L j NOTES. 2) FIELD VERIFY THE LOCATION OF ALL EXISTING CRACKS INDICATED ON PLAN. W cr w < U) v ~ N 3) FIELD VERIFY ALL MEASUREMENTS INDICATED ON 2 >- w w N PLAN. Cr Cr) 0 5 rn IL Z r 4) INDICATES EXISTING CONCRETE STEMWALL AND = w w c,.?!- STRIP FOOTING. Q N Q EXISTING BUILDING I__ 1 1— co p 7-- BEYOND SCOPE OF WORK 5) INDICATES EXISTING WOOD BEARING WALL. z a 83 O T LL_ 6) 1 1 INDICATES EXISTING POST ON SPREAD FOOTING. L_-I 7) (E)J INDICATES EXISTING JOIST FRAMING. 1w L-- 8) INDICATES HELICAL PIER NUMBER,WITH EXISTING J O ALLOWABLE LOAD PER THE FOLLOWING FOUNDATION/ SCHEDULE. LEVEL 1 PLAN AlF7:-.1111 •/mi. 'r.�i L ® '-- HELICAL DESIGN INSTALLATION GAUGE © J PIER# LOAD (LB.) PRESSURE (PSI) O1,2 2500 600 0 0 U N a) 0 N S.�RUCTUR,g4 0 c � PROre \ ,c‘4G % NE. 4:2 c 444 4, „26 I) 9 PROJECT NO. S101-324 DATE: 0 OREGON �.,`Y F 1/27/17 mac, OeMeER 21,E ., BY: EXISTINGF FSI W. vaso SHEET;DAS 1D S2. 1 ' FOUNDATION/ LEVEL 1 PLAN ET SCALE: 1/8" = l'-0" EXPIRES: 6/30/2018 E 8E 1(1 N 0 • U J gj • F •voll g i r ---1 I- -I 2 L W I— ill w N 2 >- W W_ r CC U) 0 5 c U Z O Q ci cc Occz cc Q w m Q Y5 D N- ROOF PLAN NOTES: 0 r EXISTING BUILDING LL BEYOND SCOPE OF WORK 1) INDICATES EXISTING WOOD BEARING WALL BELOW. 2) \ INDICATES EXISTING BEAM BELOW. 3) to INDICATES EXISTING POST BELOW. EXISTING ROOF FRAMING in I PLAN DJ I E) R 4) N.A.4 INDICATES EXISTING ROOF VALLEY. rI- -I1 � I r ���� I i 5) INDICATES EXISTING ROOF RAFTER El 1 I (E) R FRAMING. 1 ____JJ LL_ o L ----J U 0 a 0 a) SlRUCTURg4 o <c�Ep PROFes„ ��� .GINF� /p r •V 626 'P9 PROJECT N0. S101-324 DATE: aFc OREGON �^N i 1/27/17 °,6) ER 2�,� Oil BY: EXISTING ROOF FRAMING PLAN FST W. vPN0 SHEET:DAS SCALE: 1/s" = i'-o" EXPIRES: 6/30/2018 52.2 E 8 E ~ dw8 mc o § • U J H . U cn EXISTING SB ON GRADE /II/ w COLUMN/FOOTING BOTTOM OF EXISTING • �' / " I - Q (j z N EQUAL i CENTERLINE FOUNDATION 2 ( wo > rn 1 � Z E51 cc 1 / //\ I / %w m Eg Q / I___ 1_1 1— U) — Z CD I— ''/ / FOUNDATION SUPPORTWORKS FS288B BRACKET. REF S42 THROUGH S4.6 FOR \ \ \ /� , /�\ BRACKET CONSTRUCTION • / / FOUNDATION SUPPORTWORKS II FS288ES30 EXTERNAL SLEEVE PIER / DETAIL O I FOUNDATION SUPPORTWORKS 28"0 EXTENSIONS IN 3',5',7',OR 10' SECTIONS AS REQUIRED (MODEL#'s HP288E3A, HP288E5A, FOUNDATION SUPPORTWORKS HP288E7A, OR HP288EOA) HP288L5H02-3850 LEAD SECTION (8" o i EQUAL HELIX CONFIGURATION) Q U NOTE: OFFSET PIER BRACKETS EQUAL DISTANCE 0 (3, 0 FROM COLUMN/FOOTING Q TO PROVIDE UCTU CLEARANCE BETWEEN PIERS AT DEPTH. . 5lR Rq4 0o i I \��E.� PROFFs� 0 C�� GIN4-c� /O - 73626 15 y PROJECT N0. r S101-324 DATE: O0` OREGON 1/27/17 /°�� FMeER 21 L �� BY: 0HELICAL PIER DETAIL Fir W. �a�� SHEET;DAS SCALE: 1" = 1'-0" EXPIRES: 6/30/2018 54. 1 E • 3E 6 mAr 1 oAif 0oWm-6 le. gZ • • � g 4 PIER !c_SYM . U - 2" REF 10"REF cc I } - O (1 2 3 - - - a — _ — O 1 O 1 1 1 ,cy-ITT_--E :H: _i_T--E_74.1 REF. �. �' �� , — _ 8" EF O1I I O 2 1/4 V- I I I W cc I F— w Ul 0 8"REF I Q CO v N 92° 0 0 0 1 , 0 CCCC U) www © REF liEF Ark 1 z EL, _ 11"REF l /4. ,/ 1, Q O °E z I • 1 _ I > > I I , , CC cc Q RI a _\ STARTING Z a rn i FROM ITEM 8) 1/4 V 4 , r 6 I 1/4 V 5 I 1/4 V /4 4 r , /4.4. AN i I I 0 I I ' I 0 0 /4. NOTES: /4. BRACKET DETAIL 1. SEE LATEST REVISION OF DRAWING "FSI-MATERIALS" FOR MATERIAL DESIGNATIONS AND MINIMUM VIEW All 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 3. CO .Q INDICATES ITEM NUMBER. REF. S4.5 AND S4.6. .0 ca a) 4. HOLE IN ITEM 3 TO BE IN LINE WITH HOLE IN ITEM 4. 0 o 5. HOLES IN ITEM 7 TO BE IN LINE WITH HOLES IN ITEM 4. 01931ZEttp o 0VPROTe 6. WHEN THE PART NUMBER ENGS WITH"-G", IT SHALL BE �c'`<' G N F `SJjo PROVIDED AS HOT DIPPED GALVANIZED IN �v�' ,� 73626 �� 9 PROJECT NO. ACCORDANCE WITH ASTM A123. , r- S101-324 �- DATE: SHEET NOTE: off. OREGON o^� 1/2717 DWG REPRODUCED WITH PERMISSION FROM "B cFMBER 2\•� i� BY: FOUNDATION SUPPORT WORKS INC. F,p j \P�O DAS W SHEET: EXPIRES: 6/30/2018 S4.2 E 8 c a m �c ti liRpE • U 141 J • H .till = U cr 1/4 / c lc_SYM O I Q III I 0 I 0air1/4 V U) � W �/ LLJ V 5$ n z N1/4 REF � o � rni & vI QO Ocr © J L c_SYM % - - - - - Q w m Q i Lt © a, Z O 111‘11 r 0 N ° 1/4 V/ OO II © ' BRACKET DETAIL VIEW © SECTION AI SCALE 1:4 - SCALE 1:4 _ ROTATED 2°CLOCKWISE c 0 NOTE: REF S4.2 FOR NOTES. .= 0 a a, g. /uCTURA4 0 �c��p P ROFFSf a, ��5 _GIN 4-c 42 cc '' 73626 13 7, PROJECT NO. S101-324 Ie_ DATE: SHEET NOTE: /n,arc OREGON o 1/27/17 DWG REPRODUCED WITH PERMISSION FROM � Fw&ER 2'‘•� ��� BY: FOUNDATION SUPPORT WORKS INC. F,Pj W vP� ons SHEET: EXPIRES: 6/30/2018 S4.3 E . 2 g8 Olt A$dw.1U z 55'' scipE • U J I4,PIER _ J J O n _.LL --- I - cn II ( I --I I 0 II 1/4I/I - - + -- 0 O - - Q SYM 1 1 -- II II ' I ICO u -�'--- 1 I 1 t o 2 c 0 I I� Lu cc 1 ' I QUJ ww _ CJ _i__-1 N 2 >- www 5u , - - - Q j O) 8 � z � � CC Cr) 24.. - -1- QD � z � REF 1/4 � 1- wmg VIEW 4 V I 1/41/ Fw— p el SCALE 1:4 glip D a ROTATED 2°CLOCKWISEl 0 T WELD LL (NO Q PIER O — I 0 � I BRACKET NO WELD 7���� % — NO WELD DETAIL NO k jO \( I I I . / 0 0 — N L _ g & ' 8 © Ail 1/4> c 8 O o Q f- 4 4 REF DETAIL 6 0 SECTION © SCALE 1:2 SCALE 1:4 SlRUCTURq4 o _ NOTE: REF. S4.2 FOR NOTES. 0 PROF ROTATED 2°CLOCKWISE , "\c' F ' Sf a) C _GINFF` ¢ N, 73626 13 7, PROJECT NO. S101-324 DATE: SHEET NOTE: — of OREGON 1/27/17 DWG REPRODUCED WITH PERMISSION FROM °49cF'y9ER 2\�� i�� BY: FOUNDATION SUPPORT WORKS INC. F,Q. W \P ' DAS SHEET: EXPIRES: 6/30/2018 S4.4 E • E m €I^.5I g c$oWU 1116" ,,ego-6--m aii= 741" ea _ -i \ 1 \ •I =II 144H . via U CC 6ill." 5I" a, 108"104, 1016" 104" 1" - °C I- w W Q il \ LL z < 0 azo 5 / 5„ 1, 5 2' 1, � Q w m Q 11 16" 6 4" W NS. rrs ITEM ITEM © 1-- � 0 0) SCALE 1:4 411. SCALE 1:4 11. 0 r LL. 61 z A- 2 a3" , 8 .14. 1au 6 34" 3" ID2is" 0 ,, r IWJ2 -0.01" BRACKET 2 a DETAILS 24X01 1" 5 i" 1s di 15" 4 16 2 7"t c 0 � 1 „+0.03” 4 8" n U 2 16 -0.01" a) 0 ITEM © ITEM 4 Ogalro a SCALE 1:4 _ SCALE 1:4 _ V PROF 4 ��% O 1 isl- Fz/, Cc ' xi ,26 13 y PROJECT NO. 5101-324 DATE: SHEET NOTE: ORE ON .`,\, 1/27/17 DWG REPRODUCED WITH PERMISSION FROM °B c�MeER 21'LoA___ DWG BY: FOUNDATION SUPPORT WORKS INC. F,PT W \P'� DAS SHEET: EXPIRES: 6/30/2018 S4.5 E QE In 015m 1 il„ ITEM BILL OF MATERIAL FINISHED §o w t@ '� is 1- NO. QTY. DESCRIPTION MATERIAL WEIGHT(LBS) c3 0 45''� sCPo '�— _ 2 PL 3/8 x 10 3/8 x 11 9/16 A 36 6.8 13.. 3 2 1 PL 1/4 x 6 3/4 x 10 1/4 A 36 4.4 • 9 4 1 s .:k1 PL 3/8 x 6 1/2 x 81/4 A 36 3.1 -- 4 1 PL 3/8 x415/16x81/4 A36 3.4 og ♦ E- tral 5 8.. 6 ,,. 2 PL 3/8 x 1 3/4 x 5 5/8 A 36 0.9 •♦ m '`. 1 PL 1/2 x 10 x 1 3/8 A 36 11.3 N ITEM 6 8 Jr- 1 PL 1/4 x 10 x 1'5/8 A 36 6.8 SCALE 1:4 _ "'To.. TOTAL: 44.4 - 4 / 8 i" / u)4it 2 eE /— 2 8�� / y 1 4� ___S w W y 10.. 2 >- wwR 5u Syn 1„ if 73 4 TYP. , D a r 01t6 O co 4 4,, 4 i" 10 jot 8.. Q 8 TYP. �—O LL. 1° BED LINE 1° _ ,d 1 YP , ��� 4 T . 1 0 8 BRACKET 1,4;A/4'4v,-*, DETAILS 2)(0i" REF 2° TOP SURFACE' 41[ � l L I I + o if.-.,„Nit 2 Q Aft ITEM NOTE:ALL DIMENSIONS FORTFLS ITEM ARE 4" / 3" U o SCALE 1:4 INTENDED TO SHOW MEASURED DIMENSIONS Illp ALONG THE TOP SURFACEIWAt PLATE. ITEM 8 a, SCALE 1:4 — S.okuCTVR44 o -<s- P R 0FFss _:. ,.'. ��� 4G I N FF, /2 Cr 41 626 /A y PROJECT NO. S101-324 DATE: # SHEET NOTE.W 741101",„-------- OREGON `V 1/27/17 F 4., DWG REPRODUCED WITH PERMISSION FROM �O� �40ER 2.,\ i, BY: ildS FOUNDATION SUPPORT WORKS INC. F,Q j W lP*O DAS SHEET: oftemii EXPIRES: 6/30/2018 S4.6