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Plans (148) Rmtr„4, `x.n c\-\s-Tp:::- O 04 ‘1.\' ‘ ' '. *1-1‘rs.c.f..)‘().1\i'' '-' . 1. GENERAL STRUCTURAL NOTES: 9. INSPECTION & TESTING: �UL 1 7 ZO�8 REFER TO SUBSEQUENT PLAN AND DETAIL NOTES FOR VARIATIONS AND REQUIREMENTS CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATIOEp SPECIFIC TO REFERENCED PROJECT. PER 2015 IBC SECTION 1810.4.12. CM/c ,r 5� GdNE - NOTES ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. THE SPECIAL INSPECTOR IS RESPONSIBLE FOR VERIFYING AND5i 44.1 9022PE RECORDING THE FOLLOWING: 2. DESIGN CRITERIA: I. SFA Design Group, LLc -PROJECT DESCRIPTION (ADDRESS, INSTALLATION DATE, PERMIT STRUCTURAL CIVIL"emwe"K",a"e,EPANNING BUILDING CODE CONFORMANCE (MEETS OR EXCEEDS REQUIREMENTS): '°pSW nd Oregon uam°r,9ue5°5 NUMBER) OREGON p""a^�,C,Uv g7273 2015 INTERNATIONAL BUILDING CODE (IBC) -FOUNDATION SUPPORTWORKS INSTALLER CERTIFICATION v o ((0(5 7813 191Rota,1 EEh Sheet Sevek,WA 901ermore,CA 50551 �A �O�- :7 p:563.641.5311 wow.atadg.com 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) -PILE AND BRACKET CONFIGURATION ^,� S 0 2014 OREGON STRUCTURAL SPECIALTY CODE (OSSC) -PART DESCRIPTION (PRODUCT MANUFACTURER, BRACKET TYPE, 2017 OREGON RESIDENTIAL SPECIALTY CODE (ORSC) PIER TYPE, PIER OUTSIDE DIAMETER, PIER WALL THICKNESS) EXPIRES: 12-31-19 -PIER INCLINATION, LOCATION, DEPTH, AND INSTALLATION L1.1DEAD LOADS: PRESSURE ACHIEVED ROOF DEAD LOAD 15 PSF I- FLOOR DEAD LOAD 12 PSF LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD) ON (f) WALL DEAD LOAD 15 PSF 20 PERCENT OF PIERS AND WILL BE SELECTED BY THE SPECIAL INSPECTOR. AN ALIGNMENT LOAD (AL) >- Z CONCRETE 150 PCF SHALL BE APPLIED TO THE PILE PRIOR TO SLIIING THE DEFLECTION MEASURING EQUIPMENT TO ZERO OR (f) z A REFERENCE POSITION. THE AL SHALL BE NO MORE THAN 10% OF THE DESIGN LOAD. INCREMENTAL Z Z LIVE LOADS: LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. CT- ill ROOF SNOW LOAD 25 PSF 0 CC > - FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION I -' 0 _ crl AL (.10 DL MAX) 0 MIN. Q Z I- O) 3. MATERIALS: 0.25 DL UNTIL STABLE In D O m BRACKET PLATES - ASTM A36 0.50 DL UNTIL STABLE z W o 0 (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) 0.75 QL UNTIL STABLE W PIER TUBES - ASTM A500 GRADE B OR C 1.00 DL UNTIL STABLEir ,rt (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 55 KSI) 1.25 L UNTIL STABLE 0 0 < EXTERNAL SLEEVE - ASTM A500 GRADE B OR C 1.50 LbL HOLD FOR CREEP TEST (SEE BELOW) 0.04 INCHES - cN.. 0 (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 62 KSI) 1.25 DL UNTIL STABLE < W u7 PIER CAP - ASTM A529 GRADE 50 1.00 DL UNTIL STABLE (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 65 KSI) 0.75 DL UNTIL STABLE CC J ALL-THREAD ROD - ASTM A193 GRADE B7 0.50 DL UNTIL STABLE Q 1 (MIN YIELD STRESS, Fy = --- / MIN TENSILE STRESS, Fu = 125 KSI) 0.25 pi_ UNTIL STABLE LL Q 2 STEEL ANGLE SHAPES - ASTM A36 LOAD !TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10 CC (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) MINUTE PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD CC THE LOAD TEST SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES, THE PIER IS TO BE DEEPENED AND uJ 4. WELDING NOTES: RE-TSTED, OR THE PIER IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST I- CONFORM TO AWS D1.1. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS REQUIREMENTS. IS TOi BE HELD THE PIER MOVEMENTS SHALL BE MEASURED AT 15, 20, 30, 40, 50, AND 60 MINUTES. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. THE CREEP VERSUS THE LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS THAN 0.080 INCHES BETWEEN 6 AND 60 MINUTES, THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL. 5. CORROSION PROTECTION: SACRAFICIAL DESIGN THICKNESS - CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL THICKNESS DUE PUSH PIER TEST PRESSURE (PSI): [DESIGN LOAD] X 1.5 / 9.62 IN2. GENERAL NOTES TO CORROSION FOR BLACK, UNCOATED STEEL. ANCHORS ARE DESIGNED FOR 50-YEAR SCHEDULED SACRAFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC-ES AC358. , REVISIONS pr.6. INSTALLATION: 'SYSTEM TO BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS. MINIMUM INSTALLATION DO NOT PLACE PIERS PRESSURE IS TO BE DETERMINED BY THE FOLLOWING EQUATION: N / I A THIS ZONE W 0 DIRECTION \ FROM ENGINEER PUSH PIER INSTALLATION PRESSURE (PSI): [DESIGN LOAD] X 2 / 9.62 IN2. f DO NOT PLACE PIERS MINIMUM INSTALLATION DEPTH IS 10'-0"f UNO. CONTRACTOR TO NOTIFY THIS ZONE W 0 DIRECTION _ \ /FROM ENGINEER -PROJECT NO: i \ / EOR IF (E) FOUNDATION 107 TF18 CONTACT ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER. CRACK IS PRESENT IN THE DESIGNED BY: MEK `L SPAN BETWEEN FOUNDATION DRAWN BY: 7. EXISTING UTILITY LINES: SI.' . �'■' ■'� -` '•'I IIII AIM= 'N' BRACKETS AH CONTRACTOR TO REPAIR UTILITY LINES THAT MAY BE DAMAGED DURING * * * * * * CHECKED BY: INSTALLATION. QLD DATE: 07-11-2018 8. PUSH PIER PSPLICING: PILES AREGRAVITY SPLICED WITH FITTING COUPLERS. BUILDING NO PIER PLACEMENT ZONE 0 SHEET NO: WEIGHT WILL ENSURE JOINTS DO NOT SEPARATE. ■ SCALE: NTS EDPROFF 6. 59022PE t' 11CF-) A B 0 D \ G J . ' "r SFA Design Group, u_c C9020 SW Washington Square DrLANo Suite 505«L OREGON Portland,Oregon 974x' 1513%tan Dr.,Suite C,Livermore,CA94551 v O �(�—/1(�J� 1912S 146th Street,Seattle,WA 98168 �/� k09 I p:603.691.8311 wnnn fadg.wm 'EY S.f\ (n O _ EXPIRES: 12-31-19 I- , © - (E) FOUNDATION/(N) PIER LAYOUT PLAN NOTES: Z W O_ cr > .r i 1. REFERENCE 51.1 FOR GENERAL REQUIREMENTS I - 0 '4:C ti 2. CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES 0 j o cc '( €,,, BETWEEN FIELD CONDITIONS & THOSE SHOWN IN THESE DOCUMENTS z W r 0 l ( I PRIOR TO CONSTRUCTION/INSTALLATION OF PIERS TYP 0 .-;":,AWL O W (n CC 1 t '' `SPAS1, 1 .E 3. -7-17-H- INDICATES (E) CONC STEMWALL ON (E) CONC FOOTING 0 o Q - r, '.1.,` (CONTRACTOR TO VERIFY 6 Wx2 -0 H (E) CONC STEMWALL AND L.L (n c j - e 1'-0"Wx10"DP (E) CONC FOOTING MIN TYP (NOTIFY ENGINEER OF Q W In I- �" RECORD IF FIELD CONDITIONS DIFFER)) Y © _ 4. 111hSECTION CUT - DETAIL NUMBER/SHEET NUMBER Q 11 S4.2 TYPr---= ::::±37; :°::;:',:,,i;.t.',-: :-;_:S.iJ.` IE) { -_ - .-_ �__,__,_,, f. 5. INDICATES LOCATION OF FSI 288 HELICAL PIER W/ FSI FS288BL CC o i I I E ' FOUNDATION BRACKET PER DETAILS ON S4.1 W • 4L li I € HELICAL PIER INSTALLATION NOTES: ~ -? i 1 • MAX LOAD TO ANCHOR = 6,524 LBS . i • 2.875"0 PIPE PILE W/ 0.276" THICK WALL Nf ) CONC NC SLAB (E)FOUNDATION/ ;� .= I j '` n • 3.5 0x30' LONG PIPE SLEEVE W/ 0.216' WALL I 1 (N)PIER LAYOUT 1 ; 13 • 0.375" THICK 10/12" HELIX W/ /4 FILLET WELDS PLAN 3�'- — ?� I1 j EACH SIDE OF HELIX TO PIER 4 0 © ,0 - l I ,' • MINIMUM 10'-0" INSTALLATION DEPTH & 3,000 FT-LB REVISIONS I I11 7 I INSTALLATION TORQUE 2a-Oaf 7'-0" 1 6. PIER SPACING SHALL BE AS INDICATED ON PLAN (7'-0" OC MAX) UNO 1 7. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION CRACK i 1� { IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS k 0 L._ L__ 8. ALL CONSTRUCTION MATERIALS ON PLANS, ELEVATIONS & DETAILS ARE (N) UNO PROJECT NO: 0 - - - _._..._ TF18-107 DESIGNED BY: MEK DRAWN BY: AH CHECKED BY: JLD (E) FOUNDATION/(N) PIER LAYOUT PLAN / DATE: 07-11-2018 _ SCALE: 1/g"=1'-0" N,PLAN SHEET NO: S2. 1 2/S4.1 1/S4.1 V HOLES - I e. — (i..-p INEs�+ ae I �r I I 1/S4A 69022PE r I fl I. J SFA Design Group, LLC STRUCTURAL 1 CIVIL 1 I-- _-_,4_-. 7-1 L/HOLE ; 99NI SW WuhI^9t^n 35AL e�°SuitN.M.U5` Pornnd,Oregon 97223 w • _ ' Iii HI OREGON 1813 Duran Dr.,Sub C,Livermore,CA 94551 � , = R1�er I �� 1913 S 1afiM Street,Seatlle,WA98158 I di (I- _ /iL/HOLE _ ���O9-2p�G,� P:503.6/1.8311 nww.s atlg.cam –I o�o� N - ... .. 3 0 5Y2" 0 A)i y s.`` r-'2,-'- __1=====- ---- -1 )__ M-‘. . •r: tt 2,,,' - ./HOLE _ l'I�I�r /8t.rNIII 0 I I O EXPIRES: 12-31-19 H N II r s `2CNI: 1 II F II 0 1 341 3" I I Z y, EL 1i," .. 1 c.. _ (i) Z 4 Z 7" 5y/88 �1 4-niz W �_ 4,-;\ --�Ln 0 OC > \ TYP 3/4., I- 0 2 — A& I 1'-2" 3/16 TYP QZ I- a)4/S4.1 I I 0 W 8 ccO NOTE: 6/S4.1 6/S4.1 z U CAP R NOT SHOWN FOR CLARITY 0 w ' FS288BL BRACKET - TOP FS288BL BRACKET - LEFT FS288BL BRACKET - BACK c U- W 0 SCALE: 11/2"=1'-0" SCALE: 11/2"=1'-0" SCALE: 11/2"=18-0" cc T CC J Q 1/S4.1 i�� Q 11CC c I ./CAP R/PIPE/HOLES_ O (l)/ c 1/S4.1 CC I w 4/S4.1 I- -SECTION A-A /R's/PIPE/HOLES I _ R3/gx10x0'-6" 114= 3/16, /HOLES ./HOLES I 3/ , TyP -- cn /HOLE '4 r , I 16 � 1 , / CAP R1 x9x0 '-5" 3"— BRACKET DETAILS 16 N TIP R1/2 I 3/ 16 iY Y. • - BMW 3 /HOLE 'REVISIONS TYP 3/16 4.°mm.)141111:111TF� 3/161 TYP 3/16 6 0 31/2"95O ��43/16I �� 0 PIPE 0 p�� /I./HOLE litill el t' , if% S a ,,,,�— ''- FL' // l)-p ��il TYP 3/16 �-I �••••� ••� a HOLE FL'3/g TYP 3/16 1111111 .� _ KIM q/ HOLE NO: ` TF18-107 R1/2x7x0'-51/2" R3/ W 13 3/16, __L__1_,1%: 4,i DESIGNED BY: MEK HOLE TYP /16 'v — Alk TYP DRAWN BY: M .... 3/ , AH 16 4'4 I CHECKED BY: I 2/S4A JLD DATE: 6/54.1I 07-11-2018 6/S4.1 SHEET NO: FS288BL BRACKET - RIGHT FS288BL BRACKET - FRONTFS288BL BRACKET - BOTTOM 6 S4. 1 SCALE: 11/2"=18-0" 4 SCALE: 11/2"=18-0" 5 SCALE: 11/2"=18-0" ___r �ED PROFFc, (-----. GdNES. S/�� Ci.) € tC59022PE 9(E) WALL SHEATHING ? i (E) WALL FRAMIN v . ' J SFA Design Group, tic • /' n0SWWshi ECXXK LAND mite50$ 9020 SW Washington Square Dr.,Suite 505X` x OREGON Portland,Oregon 97223 1813 Rutin Dr Suite C,Uvermore,CA 90551 (E) FLOOR SHEATHING v�,(�mpg_ .c 9T 146th 8 50336141.83111 evonmtle,W 981 'fie, S•f is ;t EXPIRES: 12-31-19 If i- (E) EXTERIOR SURFACES (SAWCUT AS µ >- Z REQ'D) • ((E) EXTERIOR (E) FLOOR FRAMING_ - GRADE AS OCCURS) z Z(PARALLEL AS OCCURS) ��(E) CONC STEMWALL Q CIE > N Q Q N (E) INTERIOR GRADE 71 1 .1_F o ° O Iz j I � tt, Z w r si 3i 0 _, 1-------i W■ a. [Ei Q cc wt I.Iao < , , 0 F i 2 ' € E ' i Q W to F- ( i _ (E) CONC FOOTING r . _ ' (CHIP FLUSH W/ � t STEMWALL AS REQ'D) ' CCQ iµ ` CC , ESI I _ '_. ..[ FOUNDATION BRACKET 1:E:::::. I PER PLAN I- 9 k PIER DETAILS • REVISIONS , -.or! t i FSI HELICAL PIER PROJECT NO: & EXTERNAL TF18-107 SLEEVE PER PLAN DESIGNED BY: MEK NOTE: DRAWN BY: CHECKED BY: JLD DATE: 07-11-2018 REF PLAN FOR LAYOUT & INSTALLATION REQ'S SHEET NO: (N) HELICAL PIER TO (E) FOUNDATION DETAIL C1D S4.2 SCALE: l''=1'-0”