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Plans (44) . - I ,1014 060A KeZUee/te.4- tifrxe/tGe p;ri eti et /N 16770 6(.i,) fOl* Ave_• Por+I(..al OR, 17,2ely PAecc I IV: IN/,224(1114 7 0, Fit In/1--41 0: is-la:4444s P.'t r 10(.0.4v't 'T 3 1 201 \ , ItV OFilecn," 64./ ,',,,61"INGDirvIsio,\ , FICE COPY ......0„ CITY OF TIGARD REV! 4 WED FOR CODE COMPLIANCE App oved: 1 OT : 1 I - P` mit#: baitaCLIC2 . • 'dress: ji72.Q..,TswsSl • lite#: 01.1•••••••••••••••••••••mm.• y Date: I 0.-.._ 1 - i 4 O e ® Scope /) ® of work, xi m ) cn D 0 m 0 g m 0 ® -.0 t) cn -o 8 m 2 \r) (7---`- L _ C -) 1 0h t / CLIENT TerraFirma Foundation Systems l CALCULATIONS SHEET NO. 1 OF 20 ` i CALCULATED BY AG DATE 9/15/2016 fi.. STRUCTURAL ..LL.� BUILDING DESIGN • FIRE PROTECTION CHECKED BY RM DATE 9/16/2016 I�J� CODE CONSULTANT • PLAN CHECKING /\1.1:\-- CONSTRUCTION INSPECTION won 20786 CLIENT TerraFirma Foundation Systems 4'2„� Attn: Scott Kovalik �C� �' 9/16/16 7910 SW Hunziker Street c .4.: z Portland, OR 97223 Lu ..--�: I .�-- "V IP14111111 '0/IA L M0sL 1 Exi E_S: 1)131/ JOB LOCATION 15770 SW 80th Avenue Portland, OR 97224 royal@mortiereng.com Royal Mortier, PE 2016.09.16 16:22:58-07'00' DIGITAL SIGNATURE FOR VERIFICATION OF ELECTRONICALLY TRANSMITTED DOCUMENTS ONLY. SIGNATURE WILL AUTOMATICALLY VOID IF DOCUMENT IS MANIPULATED ELECTRONICALLY. N Royal Mortier,P.E. JOB DESCRIPTION Foundation Repair Push and Helical Piers DESIGN CRITERIA: 2014 O.R.S.0 GROUND SNOW LOAD= 25 PSF WIND= NA , EXP. NA SEISMIC=Ss= NA NLY THOSE ITEMS IN THIS ENGINEERING PACKET WERE REVIEWED BY MORTIER ENGINEERING, P.E., P.C. SITE AND OIL CONDITIONS WERE NOT OBSERVED BY MORTIER ENGINEERING P.E., P.C. T4. ,r... .w. 0104l60.- r.., ,.m... ISA. ",Aft, , , 36' 0 O O C7) 3 N ED 0 TWO-STORY 27-4"0 RESIDENCE W/ CRAWLSPACE 39'-10" _5. ' 11' 16'-6" 1 20' SLEEVE 3 1"RAM MIN. 4 4"RAM MIN. PIER TYPE DESIGNATION LENGTH MAX LOAD INSTALLATION INSTALLATION PRESSURE PRESSURE PUSH PIER PIERS 4-7 48" 9830 LB 2100 PSI 1400 PSI PILE TYPE HELIX PLATE SLEEVE MAX PENGO RS-7 PENGO RS-7 MINIMUM MAXIMUM (PIERS 1-3) CONFIGURATION LENGTH LOAD MIN. INSTALL MAX. INSTALL INSTALLATION INSTALLATION PRESSURE PRESSURE TORQUE TORQUE HELICAL PIER 10-12 48" 7775 LB 700 PSI 2500 PSI 2000 LB-FT 7500 LB-FT NOTES: 1. ALL PUSH PIERS SHALL BE PUSHED TO A MINIMUM DEPTH OF 9'-0"BELOW GRADE. 2. MAXIMUM PIER SPACING TO BE 7'-0"O.C. 3. ALL HELICAL PIERS SHALL BE INSTALLED TO A MINIMUM DEPTH OF 8'-0"BELOW GRADE. 4. CIRCLE W/#REPRESENTS LOCATION OF FOUNDATION SUPPORTWORKS PIER. 5. MINIMUM 6"X24"CONCRETE FOUNDATION SECTION @ TWO-STORY FOUNDATION LOCATIONS-CONTRACTOR TO NOTIFY ENGINEER PRIOR TO INSTALLATION IF FOUNDATION SECTION DOES NOT MEET MINIMUM DIMENSIONS. 1 FOUNDATION PLAN AND PIER LAYOUT Scale: 1/8" = 1'-0" <\t J ,, MORTIER ENGINEERING P.G. TERRAF RNA FOUNDATION SYSTEMS °ATE, WORK OR N��`i. 144 E. 14TH AVE. 9/15/2016 20786 EUGENE, OREGON 97401 DRAWN BY. SHEET: gni ! PHONE: 541-484-9080 JOHNSON RESIDENCE AG !II �,- I: :�� FAX: 541-484-6859 15770 SW 80TH AVENUE CHECKED BY. S S . I ir`'►`: www.mortierengineering.com PORTLAND, OR 97224 /�1.0' ennmnrtierennineerinn.rom RM NOTCH FOOTING FLUSH W/ 4a STEM WALL NOTES: a a CAP PLATE 1. MINIMUM MATERIAL REQUIREMENTS: (FS288C) BRACKET WELDMENT-ASTM A36 BRACKET HARDWARE WI o a a EXTERNAL SLEEVE -Fy=50 ksi,Fu=62 ksi �.� EXISTING SEE NOTES a STRUCTURE CAP PLATE-ASTM A572 GRADE 50 BRACKET HARDWARE- BRACKET , ° 'aa Qa Si (FS288BL) MB' (2)-03/4"x 16"LONG GRADE B7-Fu=125 ksi \ ALL-THREAD ROD WITH NUTS \ (HWTRSj\210-Z-075-16&HWH8N-Z-075) / EXCAVATION IIW / OPTIONAL BRACKET HARDWARE- \\ I /X (2)-03/4"x 16"LONG AISI 1045-Fu=120 ksi /\/\ /\\/ CONTOUR(COIL)THREAD ROD WITH NUTS /\/\ ......... / /X (HWCR-S250-Z-075-16&HWCN-Z-075) j// //j/j/// /j/ //j/ 2. ALL WELDING TO BE IN ACCORDANCE WITH AWS D1.1 j \ \ \ \ LATEST ISSUE WITH E70-XX MIN ELECTRODE. /\//\//\/\/\ \\\/\\\ \ 3. BRACKETS,CAPS,AND SLEEVES ARE AVAILABLE AS /\/ / / / \/ / EITHER PLAIN STEEL OR HOT-DIP GALVANIZED IN /\\//\\//\/\ \ \U%\ ACCORDANCE WITH ASTM A123.A"-G"IS ADDED TO THE j\/ / / / \ \\ \\ END OF THE PART NUMBER TO DESIGNATE PART AS /\//\//\/\/\ ce / / \ HOT-DIP GALVANIZED. // 48TERNAL/\ \> / / / 4. BRACKET HARDWARE IS PROVIDED AS ELECTROZINC /X SLEEVE \/\/\/� PLATED IN ACCORDANCE WITH ASTM B633. j\\/ (FS288ES48)/\\ %\// // / / / // // //\/ '�\/\\/\\/X \\\, \\\\X\\//� 6.7500 1--- PP288 rip PIER SHAFT in m uu -- _-- f PP288 FRICTION " 4 LIFT 8.0000 6.0000 STARTER TUBE REDUCTION COLLAR / // / LOAD \ � I'IL- 8.1914 /\/� BEARING \/\// �`n I I in INN— /\//\/STRATUM j\ \ 1//\\//\\//\/ IN 14.00�� / / / / / / / / Pp / / / / / / / / / / / DRAWING NOTE: / / / , / DRAWING WAS REPRODUCED WITH PERMISSION FROM FOUNDATION SUPPORTWORKS INC. PP288BL AND HP288 BRACKET GENERAL DETAILS Scale: NTS woRKOR `- /'-� MORTER14THIAVERING P.C. TERRAP RMA FOUNDATION SYSTE S 9/15/2016 20786 6 _ EUGENE, OREGON 97401' igli, ! -(IL DRAWN BY' SHEET: PHONE: 541-484-9080 JOHNSON RESIDENCE AG II i FAX: 541-484-6859 15770 SW 80TH AVENUE CHECKED BY: S . 2S . 2 If K— www.mortierengineering.com PORTLAND, OR 97224 I.l. ennC�m�rtiPrPnninPerinn.c�m RM DRAWING NOTE: DRAWING WAS REPRODUCED WITH PERMISSION FROM FOUNDATION SUPPORTWORKS INC. NOTES: ✓ 1. MINIMUM MATERIAL REQUIREMENTS: SHAFTS-Fy=60 ksi,Fu=70 ksi COUPLERS-Fy=70 ksi,Fu=80 ksi HELIX PLATES-ASTM A572 Gr.50 SHAFT COUPLING HARDWARE-(2)-0 34" GRADE 8 BOLTS WITH NUTS • 02.875 O.D.x 0.276 WALL 2. ALL WELDING TO BE IN ACCORDANCE WITH AWS D1.1 • BLANK EXTENSIONS LATEST ISSUE WITH E70-XX MIN ELECTRODE. (NO HELIX PLATES) EXTENSION LENGHTS 3. HELIX PLATES HAVE A NOMINAL 3"PITCH WITH PART NO. SHAFT OVERALL LEADING AND TRAILING EDGES BEING NO MORE THAN%" SHAFT LENGTH HP288E2 18.00 23.00 OUT OF PARALLEL. [SEE TABLE] HP288E3 30.00 35.00 HP288E4 42.00 47.00 4. LEADS AND EXTENSIONS ARE AVAILABLE AS EITHER HP288E5 54.00 59.00 PLAIN STEEL OR HOT-DIP GALVANIZED IN ACCORDANCE HP288E7 78.00 83.00 WITH ASTM A123.A"-G"IS ADDED TO THE END OF THE OVERALL LENGTH HP288E0 114.00 119.00 PART NUMBER TO DESIGNATE PART AS HOT-DIP [SEE TABLE] GALVANIZED. 5. SHAFT COUPLING HARDWARE IS PROVIDED AS ELECTROZINC PLATED IN ACCORDANCE WITH ASTM B633. --6-T COUPLER 02.875 O.D.x 0.276 WALL LEAD SECTION (HP288L7H02-3850) OVERALL LENGTH[84.0000] III 03.50 O.D.x 0.281 2 x 00.84 THRU WALL x 6.00 LONG 0.38x012.00 ilEi HELIX PLATE 2.00 30.0000 1.50 2 x at BOLTS WITH NUTS • (HWS8B-Z-075-425 • 1.50 &HWSJ5N-Z-075) 2.00 2 x 00.84 THRU 0.38 x 010.00 4.0000] HELIX PLATE ASSEMBLY DETAIL COUPLET 45°MITER 1 10-12 INCH HP288 GENERAL DETAILS Scale: 1/2"=1'-0" (7-,i;�r /, MORTIER ENGINEERING P.G. TER RAFT R VIA FOUNDATION SYSTEMS DATE: WORK ORDER NO. • ' 144 E. 14TH AVE. 9/15/2016 20786 EUGENE, OREGON 97401 DRAWN BY: SHEET PHONE: 541-484-9080 JOHNSON RESIDENCE AG �LII ; i� FAX: 541-484-6859 15770 SW 80TH AVENUE CHECKED BY: 'J.. - www.mortierengineering.com PORTLAND, OR97224S 3 N I-, eng@mortierengineering.com RM ■ NO PIER PLACEMENT ZONE @ HATCHED REGIONS Irr o iiir . iliCionliiiimomeamigemeisotikammaugliamilissisailii IP IP IP IP IP IP II II If II II If NOTE: 1. CONSULT ENGINEER PRIOR TO INSTALLATION OF PIERS NEAR DOORS,WINDOWS,AND/OR ADDITIONAL FEATURES THAT DO NOT MAINTAIN TYPICAL LOAD TRANSFER FROM THE FOUNDATION TO FRAMING ABOVE. EJ. NO PIER PLACEMENT ZONE Scale: 1/4" = 1'-0" \ R NO l' 1 /, M4O4TER1ENHI EERING P.C. TERRA RNA FOUNDAT ON SYSTEVS 09/15/2016 WORK ORE20786 ftTEUGENE, OREGON 97401 DRAWN BY SHEE: 184 PHONE: 541-484-9080 JOHNSON RESIDENCE AG "�� 1- �Y FAX: 541—484-6859 15770 SW 80TH AVENUE CHECKED BYS •4 l(�.�: www.mortierengineering.com PORTLAND, OR 97224 /\I.l:\` enn©mnrtierennineerinn.ccm RM ,o SYM w N LO■ 14.0 REF - o 10.04 REF I 3 N 1co cg F o PIER _ ©� — — I — orn < e o 0 —0— (f) ® — O G I W 3.00 — 8.00 =0= =0= O D REF ~ p — ITEMS 4&8 SH2 e ���Q 00° 1/4> (f) 0 I 1/4 ww 1 r , I I Z U Z N 0.38 I �� Y O Q > rn _ _ Q LL REF I STARTING 0 A W = O I I FROM ITEM 4) 1/4 1/ 4 z Cr c p O O Z co Z LL. Lo cc O I I I O > �' ui 1 © 1/4 V 0 1/417 O = ti 0 -� I I 1 © I © O � a ©� - - — © 0 I cr - - I � t „ , , , ® O I O , i---- 1 : I I 0 ,, Li J 3.00 --- © NV 0 A © H- B I SH 2 REFS 0 -NOTE ORIENTATION o C o U NOTES: OF DRAIN HOLE z °°'i .� 0 1. SEE LATEST REVISION OF DRAWING"FSI-MATERIALS”FOR w>z i zQ0icc .F MATERIAL DESIGNATIONS AND MINIMUM MECHANICAL PROPERTIES. VIEW A 0=w ID SCALE 1:4 ® w d-o L Y 2. ALL WELDING TO BE IN ACCORDANCE WITH AWS D1.1 LATEST v - ISSUE WITH E70-XX MIN ELECTRODE. o w Z L ' 0 E I– wz E �O D= XQ 3 of 3. HOLE IN ITEM 3 TO BE IN LINE WITH HOLE IN ITEM 7. w 0 b 3 a) 4. HOLES IN ITEM 7 TO BE IN LINE WITH HOLES IN ITEM 5. .1 l� - 5. WHEN THIS PART NUMBER ENDS WITH "-G", IT SHALL BE PROVIDED DRAWING NOTE: - AS HOT DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A123. DRAWING WAS REPRODUCED WITH PERMISSION ^,f ''•`• FROM FOUNDATION SUPPORTWORKS INC. /\ mvv o - — zz 0G) G) � , 1 1 1 1 z DD m I u _ H I_, � - m 4 I -- D C 11 v m 11 C > m 00 m -Iv v - - - C N - —F - —fir Co X 8 411:1 _ i, ___ z x © -- m — - _ II H �_ - I 1 I z II II rn vo 0 o m M Al © r � vv _ 1 ® I 1 1 1 1 k. C) 11 II / A ,,t,‘.-loszoo dwooax 0 co M o m L-- 1 1 I r �1 TI o 0 \ m m i i v 1 \ v In 1 1 c> '',4) I f -0 0 -L-_-_713 I L-_-_-_ Mil o ,'Ak"1 73I Ob \\oi�''� \NV:\X\\\\\ \\\\\\\\\\\\X � X• Illil ®:.ease�aesea0 tfliI M O I O — 1 1 -142.14 O o o o L J L O t ,, MORTiER ENGINEERING P.C. TERRAFIRMA FOUNDAT ON SYSTEvS DATE WORK woRK�RDE20786 -�' i, 144 E. 14TH AVE. EUGENE, OREGON 97401 DRAWN BY SHEET PHONE: 541-484-9080 JOHNSON RESIDENCE AG C,L.... ,_::) FAX: 541—484-6859 15770 SW 80TH AVENUE S .6 1 www.mortieren ineerin com "ecKEo aY: I, /.\��! 9 9 PORTLAND OR 97224 eng@mortierengineering.com RM 0 �-- - - - 0 ► - - -h ,,o W N ■ 7 i I I I 1 V) 3 �w Pr I up r 1/4 V o I I 0 m ¢ CC am \_......- 1/4 (f) o 1/4> W I 1/4 V I NO WEL[I) 1/4 V H © iLu I I 0 UZN H W W ti 1/ 4 V I - 8.25 Q 0 Q ix I i i / — 6.75 z mop Z00Z \e r/ P O (0 g SYM Z O ce 0 0 t HOLES H LES =O N- 1/4 O V V.ZZ /r;%, _' d DETAIL © I I SCALE 1:2 Mir % HOLE CENTERLINES TO BE Cr 0 0 j PARALLEL WITH EACH C( 0 I f I OTHER±0.030 WI— in " 0 / GRIND OFF ANY WELD E E I j I PROTRUDING PAST THE o ° o••e, �� EDGE OF ITEM 5 / 0 cz Lil c0 2 N © /, � w>z� � .� GRIND THIS SURFACE Li> , c 6.75 AS NEEDED IF EXCESSIVE cp' .0 8 25 WELD SPATTER EXISTS cL—w Lo o 0 SECTION Q DO NOT OVERSIZE w z E E THIS WELD. GRIND AS O D oz Q ° SCALE 1:4 ® NEEDED IF WELD IS MORE >—w LU w 3 °J ROTATED 2°CLOCKWISE THAN y6"OVERSIZE. \ . ,_ ,I -DRAWING NOTE: DRAWING WAS REPRODUCED WITH PERMISSION _ �" FROM FOUNDATION SUPPORTWORKS INC. ,��a . m Gi.ii5.50 - 7.17 PO _ 2.75 0 00 f f o w o n oi \ T1 O T. c3 , o -, A O W n V n m 414 m K —\ oVo �to m O � .(‘oo N 4) ID V W V 0 -I f 7.00 Dm --i- m . N 8a c mo A of f b 0 :I_ mrn ,:, -, 6.95 0 XI o r 7.17 0 w 6.00 -.-- 4.25 - o -- 2.50 I--- cVn m 0 0 1 1 I 1 + - 7.00 o 03 1 11 2.00 5.00 w II 1 II zz a 70rnD m* m co, m 7 T ------ m � co - :rs. T .... m O u+Z A P O H Oc.ry O can 10 4ov x . � II � II 1 4_ ......-------- .2 � m I I I I CD 0 EL al cO n w in ID m D 5 my O m Z 0 tt 1' 1 MORTIER ENGINEERING P.C. TER RAEI R MA PO U N DAT ON SYSTEMS DA9/15/2016 WORK oRDE2NO 0786 144 E. 14TH AVE. EUGENE, OREGON 97401 JOHNSON RESIDENCE DRAWN ev: SHEET ft I PHONE: 541—484-9080 AG ^ pq '. FAX: 541-484-6859 15770 SW 80TH AVENUE CHECKED BY: }{ Jr`11111.1.11r„;— www.mortierengineering.com PORTLAND, OR 97224S v `1 \\ eng@mortierengineering.com RM ITEM BILL OF MATERIAL FINISHED 3.88 -- NO. QTY. DESCRIPTION MATERIAL WEIGHT(LBS) 00.84 2.25 1 2 PL 0.38 X 7.17 X 12.35 FSI-S-010 7.3 9 F 1.00 2ipil 1 PL 0.25 X 6.75 X 7.00 FSI-S-010 3.0 w N • 1 0 PL 0.50 X 5.50 X 7.00 FSI-S-010 4.0 y w �/1 `I 4 1 PL 0.25 X 4.00 X 7.00 FSI-S-010 2.0 3 N �/ 5 2 PL 0.38 X 1.75 X 4.63 FSI-S-010 0.8 co I--[ 6 4 PL 0.38 X 1.50 X 4.88 FSI-S-010 0.8 1.00 7 1 PL(BENT)0.50 X 14.00 X 14.00 FSI-S-010 17.3 m (7 m 2 4.63 8 1 PL 0.38 X 6.00 X 10.00 FSI-S-010 6.3 <0 a ¢ E CC O O U ITEM © TOTAL: 52.0 Cl) SCALE 1:4 v. 5 W F- - 5.63 - 8.38 - 5.25 1 - 0.38 2.25 - I 1.38 OZ LU Z Z N LU Nr T co 1 'Q 0 > rn N 1 Q � w ~ .._1____ o.._1____ hD 0O zCe ° z 0 0.75 ] 1 03.56+0 030 Q 2 0 H CO 41010 c Ce 4L_ Oma L,,, CC ,._ 0 i Lc, 0 I coNI' fD _. , ,,, ,..: + Z Lu 2x01.06 W CO I ! x0.75 1 CO 0 O co O o rn c . 4 41 cc cr .qr co tri wzoo - c co ao w Q ..- - o N zCD_O C � E CD w d O'n •� L LI Lo 0 0 0.20 Li 2 0, TOP SURFACE _w z z E E moo 3 REF o�DzxQ3c ._ >- w� � NOTE: ALL DIMENSIONS FOR THIS ITEM ARE Ili ITEM arrikINTENDED TO SHOW MEASURED DIMENSIONS .DRAWING NOTE: ALONG THE.TOP.SURFACE OF THE PLATE. I j DRAWING WAS REPRODUCED WITH PERMISSION SCALE 1:4glir '` I" -- FROM FOUNDATION SUPPORTWORKS INC. It `- (5-1----; CALCULATIONS f WORK ORDER# PAGE# STRUCTURAL 20786 11 I BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED a 1 1= CODE CONSULTANT • PLAN CHECKING 15770 SW 80th Avenue,Portland,OR 97224 AG/RM CONSTRUCTION INSPECTION ( 1 REF DATE I ,`` FS HP288 Helical Repair ep � 9/16/2016 'Structural Design Narrative The structural calculations enclosed are in reference to the design of remedial foundation supports for the residence referenced on the cover page.The helical pile system and brackets are designed as foundational supports for the residence to resist loading from the roof,floor,wall,concrete foundation,and concrete slab loading. Helical piles are continuously hydraulically torqued until a load bearing stratum is encountered. It is recommended that the piles be installed at a rate equal to the pitch of the helix plate with no more than 25 revolutions per minute. Confinement of the pile is provided by lateral earth pressures, and an additional external sleeve is used to resist possible eccentric loading. Once all piles are placed to minimum installation torque,they are loaded simultaneously to provide stabilization and/or lifting of the structure,pier caps are then used to lock brackets in place. FSI under-footing brackets do not require mechanical anchorage to the concrete foundation. The vertical and horizontal surfaces of the footing and foundation wall must be smooth and clean to allow full contact with the vertical and horizontal bearing plates of the under-footing bracket. Bracket fabrication welding conforms to AWS D1.1 and has been performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2. Fabrication is performed by Behlen Manufacturing Company. Behlen Mfg Co.is an ISO 9001 certified company. Installation and design shall adhere to the requirements and regulations set forth in ICC-ES AC358 as well as ICC-ESR 3074. Periodic special inspection will be performed and a verification letter of installation depth and pressure will be provided upon job completion. ICC-ESR 3074 currently does not address use of this system within seismic design category D or higher. The entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current codes and stamped by a professional engineer. Soil conditions as noted in section 5.5 of ICC-ESR 3074 were not noted in the area. Design reductions,corrosion considerations,and axial and bending capacities of the external sleeve have been incorporated. Concrete foundation span capacities have been analyzed assuming lack of rebar and per ACI 318-11. 'Design Summary-Controlling Parameters Maximum Vertical Load to Pier- 7.772 kips Pier Type Designation- HP288 Controlling Soil Condition-COHESIVE Maximum Spacing- 7 feet Soil Capacity- 17.37 kips Installation Torque- 2000 lb-ft Torque Correlation Capacity- 18.00 kips Pengo RS-7 Diff.Pressure 667 psi Shaft Capacity- 60.37 kips Installation Depth- 8.00 feet Helix Capacity- 110.00 kips Depth of Helix 1- 7.5 feet Concrete Footing- OK Depth of Helix 2- 5 feet Bracket Capacity- 25.3 kips Depth of Helix 3- N/A feet 1Z I i WORK ORDER# PAGE# .4N,':4.1111111-- -,•,, CALCULATIONS 20786 12 r STRUCTURAL cN . BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED ;11.1:e...1 .1:„ ,..- CODE CONSULTANT •• PLAN CHECKING 15770 SW 80th Avenue,Portland,OR 97224 AG/RM j _ _ \'to:1 CONSTRUCTION INSPECTION REF DATE FS HP288 Helical Repair 9/16/2016 'Jurisdiction and Codes Jurisdiction/Building Department: City of Tigard Referenced Building Codes: 2012 International Building Code(IBC) 2012 International Residential Code(IRC) 2012 International Existing Building Code(IEBC) 2014 Oregon Structural Specialty Code(OSSC) 2014 Oregon Residential Specialty Code(ORSC) 'Estimated Loading Dead Load: Roof 15 psf Wall 10 psf Floor 12 psf Concrete 150 psf Live Load: Snow/Roof 25 psf Floor(Res) 40 psf 'Vertical Design Loads(Worst Case) Tributary Width/Anchor Spacing= 7 ft Trib Length RoofDL 15 ft = 225 plf Dead Load,D= 4.333 kips RoofSL 15 ft = 375 plf Floor Live Load,L= 1.960 kips #of Floors 1 count = 1 count Roof Snow/Live Load,S= 2.625 kips FloorDL 7 ft = 84 plf Wind Load,+= kips FloorLL 7 ft = 280 plf Wind Load,-= kips Slab? N(Y/N) N (Y/N) Seismic Load,+= kips ConcDL in(thickness) = 0 plf Seismic Load,-= kips ConcLL ft = 0 plf WallDL 16 ft = 160 plf FoundationDL 6 in(width) = 150 plf 24 in(height) Controlling Load Combination(ASD): D+0.75L+0.755 Maximum Vertical Load(Worst Case)= 7.772 kips L.-- e1 CALCULATIONS WORK ORDER# PAGE# r' 20786 ( 13 ".: STRUCTURAL I- ' ` BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED CODE CONSULTANT • PLAN CHECKING 15770 SW 80th Avenue Portland,OR 97224 AG/RM j(�►�- CONSTRUCTION INSPECTION REF DATE 1,1,,V- FS HP288 Helical Repair 9/16/2016 'Design Input Pier System Designation= HP288 Vertical Load to Pier,PTT,= 7.772 kips Minimum Installation Depth,L= 8.00 ft Unbraced Length,1= 1.000 ft Eccentricity,e= 6.000 in Concrete to Steel Coefficient of Friction,µ= 0.45 Friction Factor of Safety,FS= 2.00 Normal Surface Force,F.= 3.886 kips Vertical Component of Tieback,PTB= 0.000 kips Design Load(Vertical+Tieback),PDL= 7.772 kips Moment&e,„,,„,,,, 46.631 kip-in MomentT, ,= 0.000 kip-in MomentF,;cti0= 10.492 kip-in Design Moment,MomentF;eeDL= 36.139 kip-in 'Sleeve Property Input Sleeve Length= 48 in Sleeve OD= 3.486 in Design Wall Thickness= 0.187 in Sleeve Design ID 3.112 in A= 1.936 in2 I= 2.643 in4 S= 1.516 in3 Z= 2.036 in3 r= 1.168 in E= 29000 ksi Fy= 60 ksi 'Pier Property Input Plain Pier OD= 2.839 in *Pier properties based on 50 year corrosion loss in Design Wall Thickness= 0.221 in thickness per ICC-ES AC358. Plain Pier Design ID= 2.397 in A= 1.818 in2 I= 1.568 in4 S= 1.105 in3 Z= 1.518 in3 r= 0.929 in c= 1.420 in k= 2.100 E= 29000 ksi Fy= 60 ksi 'Pier Output(AISC 325-11) kl/r= 27.13 <200-OK Fe= 319.60 ksi 4.71*(E/Fy)°'= 103.55 Fa= 55.47 ksi P,,= 100.82 kips Safety Factor for Compression,(l = 1.67 (ASD) Allowable Axial Compressive Strength,PQ/dtr= 60.37 kips Actual Axial Compressive Demand,Pr= 7.772 kips D/tpier= 12.85 <.45E/Fy-OK Mp= 213.23 kip-in Safety Factor for Flexure,S2b= 1.67(ASD) Allowable Flexural Strength,M,,/flb= 127.68 kip-in Actual Flexural Demand,Mr= 36.14 kip-in Combined Axial&Flexural Check= 0.35 OK �` lZ j / WORK ORDER# PAGE# �..•�- �,, CALCULATIONS 20786 14 _ STRUCTURAL PROJECT NAME BY/CHECKED :; BUILDING DESIGN • FIRE PROTECTION 15770 SW 80th Avenue,Portland,OR 97224 AG/RM iCODE CONSULTANT • PLAN CHECKING REF DATE E �`-1,,,,,L1,.......- CONSTRUCTION INSPECTION ���c: FS HP288 Helical Repair 9/16/2016 (Helix Properties and Capacity Dt= 10.00 in Qi= 55 kips HP288(Per ICC-ESR-3074 Al=p*Di2/4= 78.54 int ) D2= 12.00 in Allowable 0-2= 55 kips Helix dia.(in) Capacity(kips) A2=p*D22/4-p*(Tube OD)2/4= 106.77 in2 8 55.000 D3= 0.00 in 10 55.000 Q3= 0 kips 12 55.000 A3=p*D32/4-p*(Tube OD)2/4= 0.00 14 55.000 EQ= 110.00 kips !Soil-Individual Bearing Method-Cohesive or Non-Cohesive Cohesive Non-Cohesive Factor of Safety= 2 Factor of Safety,FS= 2 Blow Count,N= 15 Y= 100 pcf EAh=At+A2+A3= 1.29 ft2 LP= 35 deg Cohesion,c= 1.500 ksf Depth of Helix,DL= 7.5 ft Ne= 9 Depth of Helix,D2= 5 ft Q„=Eah(cN,)= 17.373 kips Depth of Helix,D3= ft Qa,compression/tension=Q„/FS= 8.686 kips q'l=Y*DI= 750 psf q'2=Y*D2= 500 psf q'3=Y*D3= 0 psf NQ=1+0.56(12*(p)'/54= 29.08 Qtn=Ai(q'iN,)= 11.897 kips Q2u=A2(q'2N,)= 10.782 kips Q3„=A3(q'3Ny)= 0.000 kips Qa,compression/tension=EQ„/FS= 11.339 kips CONTROLS: Non-Cohesive ALLOWABLE: 8.686 KIPS OK 'Soil-Torque Correlation Factory of Safety,FS= 2 Design Work Load,DL= 7.772 kips Emperical Torque Correlation Factor,KL= 9 ft-1 Final Installation Torque,T=Q„/Kt= 2000 lb-ft Ultimate Pile Capacity,Q„= 18.00 kips Allowable Pile Capacity,Qa= 9.00 kips OK cv 1Z I /f. WORK ORDER# PAGE# ��. .• CALCULATIONS ' STRUCTURAL 20786 15 BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED CODE CONSULTANT • PLAN CHECKING 15770 SW 80th Avenue,Portland,OR 97224 AG/RM 11- I CONSTRUCTION INSPECTION REF DATE I' FS HP288 Helical Repair 9/16/2016 'Estimated Footing/Foundation Wall Properties Foundation Width,b= 6 in Foundation Depth,d= 24 in Cross Sectional Area,A= 144 In` Section Modulus,Sx= 576 in' Moment of Inertia,Mx 6912 in4 Assumed Conc,Pu= 2000 psi IFooting/Foundation Wall Loading Dead Load,DL= 4.333 kips Factored Dead Load,DL= 5.200 kips Floor Live Load,LL= 1.960 kips LRFD Load Factors: Factored Floor Live Load,LL= 1.960 kips 1.2DL+1.OLL+1.6SLr Snow/Live Roof Load,SLI= 2.625 kips Factored Snow/Live Roof Load,SL,= 4.200 kips Factored Total Load,W = 11.360 kips Pier Spacing,S= 7.0 ft Ultimate Shear(W/2),V„= 5.68 kips Ultimate Moment(wS2/8),Mu= 9.94 k-ft 'Estimated Footing/Foundation Wall Capacity(ACI 318-11) Conc.Modulus of Rupture,f = 335 psi Shear Strength,Vc= 12.88 kips Shear Redution Factor,cp= 0.75 Design Shear,(PV„= 9.66 kips OK Cracking Moment,Ma.= 16.10 k-ft Flexure Reduction Factor,cp= 0.9 Design Moment,cpM,= 14.49 k-ft OK STEEL REQUIRED A...7 j� WORK ORDER# PAGE# a..•�- .4,, CALCULATIONS STRUCTURAL 20752 16 IR '' BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED ,'I ir Ifis CODE CONSULTANT • PLAN CHECKING 15770 SW 80th Avenue,Portland,OR AG/RM j(fir\: CONSTRUCTION INSPECTION REF DATE PP288 9/16/2016 'Structural Design Narrative The structural calculations enclosed are in reference to the design of remedial foundation supports for the residence referenced on the cover page.The push pier system and brackets are designed as foundational supports for the residence to resist vertical loading from the roof, floor,wall,concrete foundation,and concrete slab loading.The use of push pier systems is limited to structures that have sufficient structural load and/or contributory soil load to provide adequate resistance to advance the piers to a competent bearing stratum.Push pier systems are generally considered for compression-only application. Piers are driven through a foundation support bracket until a load bearing stratum is encountered. Confinement of the pier is provided by lateral earth pressures,and an additional external sleeve is used to resist possible eccentric loading. Once all piers are placed to minimum installation pressures,they are loaded simultaneously to provide stabilization and/or lifting of the structure,pier caps are then used to lock brackets in place. FSI under-footing brackets do not require mechanical anchorage to the concrete foundation. The vertical and horizontal surfaces of the footing and foundation wall must be smooth and clean to allow full contact with the vertical and horizontal bearing plates of the under- footing bracket. Bracket fabrication welding conforms to AWS D1.1 and has been performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2. Fabrication is performed by Behlen Manufacturing Company. Behlen Mfg Co.is an ISO 9001 certified company. Continuous special inspection will be performed and a verification letter of installation depth and pressure will be provided upon job completion. IAPMO UES ER-289 currently does not address use of this system within seismic design category D or higher. The entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current codes and stamped by a professional engineer. Soil conditions as noted in section 5.5 of ER-289 were not noted in the area. Design reductions, corrosion considerations,and axial and bending capacities of the external sleeve have been incorporated. Concrete foundation span capacities have been analyzed assuming lack of rebar and per ACI 318-11. 'Design Summary-Controlling Parameters Controlling Soil Condition-Non-Cohesive Pier Type Designation- PP288 Soil Capacity- 29.40 kips Maximum Spacing- 7.0 feet Shaft Capacity- 28.10 kips Maximum Vertical Load to Pier- 9.83 kips Bracket Capacity- 25.40 kips 4 1/4"RAM Install Pressure= 1400 psi Concrete Footing- OK 3 1/2"RAM Install Pressure= 2100 psi Associated Tip Pressure= 2200 psi Depth of Pier Installation,D= 9.0 ft 1:k.'1 / WORK ORDER# PAGE# 11.: .• ���,, CALCULATIONS2o7s2 17 - yi - , STRUCTURAL :` ', 1 ' BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED CODE CONSULTANT •• PLAN CHECKING 15770 SW 80th Avenue Portland,OR AG/RM r� '��.� _h CONSTRUCTION INSPECTION `1( i�- REF DATE / 1,\ PP288 9/16/2016 !Jurisdiction and Codes Jurisdiction/Building Department: City of Tigard Referenced Building Codes: 2012 International Building Code(IBC) 2012 International Residential Code(IRC) 2012 International Existing Building Code(IEBC) 2014 Oregon Structural Specialty Code(OSSC) 2014 Oregon Residential Specialty Code(ORSC) 'Estimated Loading Dead Load: Roof 15 psf Wall 10 psf Floor 12 psf Concrete 150 psf Live Load: Snow/Roof 25 psf Floor(Res) 40 psf !Vertical Design Loads(Worst Case) Tributary Width/Anchor Spacing = 7 ft Trib Length RoofDL 15 ft = 225 plf Dead Load,D 4.921 kips RoofSL 15 ft = 375 plf Floor Live Load,L 3.920 kips #of Floors 2 count = 2 count Roof Snow/Live Load,S 2.625 kips FloorDL 7 ft = 84 plf Wind Load,+ kips FloorLL 7 ft = 280 plf Wind Load,- kips Slab? N(Y/N) N (Y/N) Seismic Load,+ kips ConcDL in(thickness) = 0 plf Seismic Load,- kips ConcLL ft = 0 plf WallDL 16 ft = 160 plf FoundationDL 6 in(width) = 150 plf 24 in(height) Controlling Load Combination(ASD): D+0.75L+0.75S Maximum Vertical Load(Worst Case)= 9.830 kips ' WORK ORDER# PAGE# ` � ��' 1 jt CALCULATIONS 20752 18 "` n STRUCTURAL BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED CODE CONSULTANT • PLAN CHECKING 15770 SW 80th Avenue,Portland,OR AG/RM I le.--11Z.1.1. ,... CONSTRUCTION INSPECTION REF DATE s'/;\ PP288 9/16/2016 'Design Input Pier System Designation=PP288 Vertical Load to Pier,PTT,= 9.830 kips Minimum Installation Depth,L= 9.00 ft Unbraced Length,1= 1.000 ft Eccentricity,e= 6.000 in Concrete to Steel Coefficient of Friction,it= 0.45 Friction Factor of Safety,FS= 2.00 Normal Surface Force,F,,= 4.915 kips Vertical Component of Tieback,PTT{= 0.000 kips Design Load(Vertical+Tieback),PDL= 9.830 kips Momentacmtn,;ty= 58.979 hp-in Momentnebac,= 0.000 hp-in MomentF,;M on= 13.270 kip-in Design Moment,Momenttia,DL= 45.708 hp-in 'Sleeve Property Input Sleeve Length= 48 in Sleeve OD= 3.485 in Design Wall Thickness= 0.201 in Sleeve Design ID 3.083 A= 2.072 in` I= 2.804 in'. S= 1.609 u►' Z= 2.169 in' r= 1.163 in E= 29000 ksi Fy= 50 ksi 'Pier Property Input Plain Pier OD= 2.839 in *Pier properties based on 50-year corrosion loss per Design Wall Thickness= 0.117 in IAPMO UES ER-289. Plain Pier Design ID= 2.605 in A= 1.001 in' I= 0.928 in4 S= 0.654 in' Z= 0.867 u►' r= 0.963 in c= 1.420 in k= 2.100 E= 29000 ksi Fy= 50 ksi 'Pier Output(AISC 325-11) kl/r= 26.16 <200-OK Fe= 327.24 ksi 4.71*(E/F3)°'S= 113.43 Fa= 46.90 ksi Po= 46.93 kips Safety Factor for Compression,Sl,= 1.67(ASD) Allowable Axial Compressive Strength,P,,/12,,= 28.10 kips Actual Axial Compressive Demand,P,,= 9.830 kips D/tF;,,= 24.26 <.45E/Fy-OK MI)= 151.83 hp-in Safety Factor for Flexure,S1b= 1.67(ASD) Allowable Flexural Strength,Mo/tab= 90.91 kip-in Actual Flexural Demand,M,= 45.71 ldp-in Combined Axial&Flexural Check= 0.68 OK ‘1,>� j J f WORK ORDER# PAGE# , . •- -��, CALCULATIONS 20752 19 STRUCTURAL BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED '.t l � l j CODE CONSULTANT • PLAN CHECKING 15770 SW 80th Avenue,Portland,OR AG/RM (�` CONSTRUCTION INSPECTION REF DATE /-\ L:1 PP288 9/16/2016 'Soil and Pier Design Values Pier End Diameter(including collar)= 3.375 in Cross Sectional Area,APC= 8.946 rn2 Soil unit weight,T= 125 pcf SPT N Value= 15 blows/ft Angle of Internal Friction,4)= 35 degrees Bearing Capacity Factor,Ng= 41.4(Terzaghi) Applied Load to Pier,P= 9.83 kips Cohesion,c= 2 kips/ft2 Unit bearing capacity,qP=9c= 18 kips/ft2 Factory of Safety= 2 'End Bearing Capacity Calculations Depth of Pier Installation,D= 9.000 ft Minimum Install Pressure,MIP= 2198 psi End Bearing Capacity,Qp=Apc*MIP= 19.66 kips 'Friction Capacity Calculations Area of friction,Af=pD= 6.689 ft2 Unconfined Compressive Strength,Suc= 4 kips/ft2 Adhesion Factor,a= 0.450 kips/ft Unit friction capacity,of=aSuc 1.800 kips/e Friction Capacity,Qp=Afkgf= 12.041 kips 'Total Capacity of Pier(Bearing+Friction) Total Capacity of Pier=Qf+Qp= 31.700 kips Necessary Capacity of Pier,P*FS= 19.66 kips OK Recommended Install Pressure= 2200 psi (Tip Pressure) 4 1/4"RAM Driving Pressure= 1400 psi (Gray Hydraulic Pump) 3 1/2"RAM Driving Pressure= 2100 psi (Red Hydraulic Pump) v � WORK ORDER# PAGE# \`,,.:•:�f/t, CALCULATIONS 20752 20 STRUCTURAL ' ` . I BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED CODE CONSULTANT • PLAN CHECKING 15770 SW 80th Avenue,Portland,OR AG/RM r r ` • 11'.:: CONSTRUCTION INSPECTION REF DATE -x'1,1-\ PP288 9/16/2016 IFotivlated Footing/Foundation Wall Properties a '* Foundation Width,b= 6 in * Foundation Depth,d= 24 in ' " ` Cross Sectional Area,A= 144 in2 '• y. Section Modulus,S.= 576 in' m Moment of Inertia,Mx 6912 in4 Assumed Conc,Pc= 2000 psi 11411184g/Foundation Wall Loading Dead Load,DL= 4.921 kips LRFD Load Factors:1.2DL+LOLL+1.6SLr Factored Dead Load,DL= 5.905 kips Floor Live Load,LL= 3.920 kips 4' w,. Factored Floor Live Load,LL= 3.920 kips Snow/Live Roof Load,SL,= 2.625 kips iFactored Snow/Live Roof Load,SLr= 4.200 kips Factored Total Load,W = 14.025 kips Pier Spacing,S= 7 ft Ultimate Shear(W/2),V„= 7.01 kips Ultimate Moment(wS2/8),Mu= 12.27 k-ft Dated Footing/Foundation Wall Capacity(ACI 318-11) Conc.Modulus of Rupture,f= 335 psi Shear Strength,Vc= 12.88 kips Shear Redution Factor,<p= 0.75 Design Shear,<pV„= 9.66 kips OK * Cracking Moment,M,,,= 16.10 k-ft A `• Flexure Reduction Factor,<p= 0.9 :4.* ,' Design Moment,cpM,,.= 14.49 k-ft OK