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`+ . ao ifs- oo0�- I DHP - Engineering, P. S. RECEIVED AIM I Structural Building Design Consultants NOV 6 2018 , 32008 32°d Ave S,Suite B,Federal Way WA Phone(253)220-0848 — CITY oFTK3A Structural Calculations BUILDING MIS These calculations and details are for the isolated TI conditions listed here in. The existing project construction is a concrete tilt up structure. This remodel/TI will involve only the placement of a new roll up door opening as shown it the elevation below.Per International Existing Building Code Section 302.2.3.1 the TI does not increase the seismic forces in structural elements of the existing building more than 10 percent cumulative,therefore the building lateral is acceptable as is. Project&Location: PAPE Material Handling 6955 New Tilt Up Concrete Opening 6955 SW Sandburg Street Tigard, Oregon Client: Quinn aosson I Phone: 541.334.3437 pApfGROUP Corporate Construction and Facilities Manager I Cell: 360 607 8178 Fax 541.681.5333 Structural DHP Engineering,PS Engineering: Structural Building Design Consultants ,z PROF 32008 32nd Ave S Suite B �\�,� ��rvl F ` �O Federal Way,WA 98001 'c'� 1 `7 ./ 88508 'v r Project Number: 18.076 .��11 , Code: 2015 IBC 'v % Loads: Gravity&Lateral Loads: See attached calculations 6'.p 4 3? °1 `<' FT IR Bglx Revised OFFICE COPY 9-6-18 n , 1 , r..u... y 1 4t t4'-0'—I { iii- 1 tsif New Opening for new I t roll up door ^ t u1 • HOR ai...EVA'""`i OH t9E 1 ; 5 . . .,, �_ 2 of 33 IMP D HP - Engineering , P. S . illtiv „,th„,,; Structural Building Design Consultants OLANNI isiyi ma" 32008 32'lAve S.Suite 13,Federal Way,WA 980W ('hone(253)220-0848 Location map for: Old: Existing Tilt Up Concrete buidling 6955 SW Sandburg Street bake-eoswego,-OR-- 7 )6d4 (2-b 1012- ... ..'1. if Oswego t Country 'riga(cl ,c Cook Park g ':-.:-.-,---,,--.„ - _ .:.., Durham !t* Satellite Go gie { i a. - 7,F v T �' o .P 0 ,. 25'-0" k 1 Cv7 U , 175'-0" e"n (`cs Q 6 R s 5i-6".t,14'-0"t5' 6" i 6-,.: .g 0____+ p (4' c;- r CI` —I � � st: al a -.t, t/ -C c �v ? SHADING INDICATES (�' 6' F r PANE LOCATION �'a `` C Na r x FOR ENLARGEMENT 1 ALTERATIONS SEE to DETAILS. A -r1. c a 1 , & - ,F c' d') F-3 I 11 zoo . 0 -n © 0 " nI -�-t1 , + 59-8 41,10'-6�, 80'-6 a ffl ArN KEY PLAN SHOWING PANF,L LOCATION 0 SCALE: NTS o O W W , ( C7) CONC PANEL BUTT JOINT TOP OF /171 PARAPET I lik 1 c'-, i -,4- 04 20 1 -(r) — SLAB ON GRADE 4to 14.-0" NEW OPENING —771 0 PARTIAL NORTH ELF,VATION ON GRID A SCALE: NTS 4:• 941 (A) riialnlil 5 of 33 . il-----racesool DHP- Engineering, P.S. JOB# SHEET OF FIFA' Structural Building Consultants 011_,F4a Wm! DESIGNED DATE PROJECT CHECKED DATE -....- gC0 f Lta,'L b ‘ 1'f•PL?ur I/ [i If ii, it if 1 [i a/ g 0 6 3 M= 120 z wit,u- ? itiLL pi, 0 If (6)44e, ,-04,/4'1:It c„,',64-0-rcisi „74r6,0 c4: ...ek•e-oe-v4Tc-Tamig.k.. Lavext:g . ,. ______4______,. 4. , 0-(c. • r- - st e„—of (viz wpg- 1-rZ ootDe...„ 1 II 4 5 extAA - .I i -F ILA5Terp 1 ______„,_ ..., Ir 1 1 1 k (. , 4 i $ 'II - r — I vol-(; Ta? Po- ,DTEle, 1 1 • e g -ill: pzil, no 4 ../I 0 4, i p Aeollikl (E) ?iktattL. wt131-1-( rs -2S1-o" (...e4S c4," LE-55 li < 12/4 (-tS-54,- ("AI)*Nez = 24).47ie, I ?c 4, 6 6eU r 0 0 1 d i 44/4 44t) xii- A / & / ..) 32008-32nd Ave.S..Suite 13•Federal Way.WA 98001 •Phone(253)220-0848•%,vv vA,dhpengineering.corn i 6 of 33 . ille--i-rillseli I DHP- Engineering P.S. JOB# SHEET OF illinfillii Structural Building Consultants, sit pilaf! DESIGNED I)ATF PROJECT CHECKED DATE 1 it 4 5 -0 6 ‘i (63 6° •t ,• 1.t LT igiiiAtimi. I • it 111 COCO j 0 1 AA t It a op , \ ' 4 1 - • a I' f * 6 i• f • I' ,•••• ' 4.A . I I .. ,‘ # # 14 %.\ eS. ... 'N Noe I 4. 4 ... i I i I -2 it ; iiifi A 0 (4 k) 11 /.1‘ dbe, ?e,e4C1-4, , . c) c-7/ eA/J1 , 32008-32nd Ave.S.,Suite B•Federal Way,WA 98001 •Phone(253)220-0848•WINAN dhpengineenng C0111 PREPARED FOR: STRUCTURAL NOTES . 1.0 GENERAL RAPE ANY DISCREPANCY FOUND AMONG THE DRAWINGS, SPECIFICATIONS, THESE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE 355 Goodpasture Island Rd Suite 300 DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS Eugene,OR 97401 — AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION. 541-341-3342 1.1 CODES - _ . ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF CITY LAKE OSWEGO AND: THE 2015 INTERNATIONAL BUILDING CODE (IBC), AS AMENDED AND ADOPTED BY CITY OF 360-2010 AND THE STATE OF WASHINGTON; ;A.C.I.D01 A.I.S.C. 0 14TH EDITION MANUALIOND AISC 360-2010; AWS Di.t-O6; A.I.T.C. 2ND EDITION; NDS 2012 WITH 2008 WIND & SEISMIC PROVISIONS AND A.I.S.I 2007 EDITION. en gin earl ng 1.2 DESIGN CRITERIA Building Design Consultants A. VERTICAL LOADS LIVE ROOF (SNOW) 25PSF, DEAD ROOF 15PSF B. LATERAL LOADS:WIND: EXPOSURE B, ULTIMATE WIND SPEED, WIT = 110 M.P.H. (3 SECOND GUST). 25964 129th PLACE SE NOMINAL WIND SPEED, SIMPLE DIAPHRAGM BUILDING, ENCLOSED, RISK CATAGORY II , INTERNAL PRESSURE KENT,WASHINGTON 98030 COEFFICIENT GCPi = ±.18 C. SEISMIC: IMPORTANCE FACTOR, Ie = 1.0 RISK CATEGORY II, MAPPED SPECTRAL RESPONSE (253)220-0848 COEFFICIENTS, Ss = 1.2556 AND S1 = 0.4831, SOIL SITE CLASS = D, SOs = 0.837 AND SD1 = 0.489, DESIGN CATEGORY = D 2.0 CONCRETE � PRO, NORMAL WEIGHT CONCRETE MEETING THE REQUIREMENTS OF ACI 301-02 ESTABLISH PROPORTIONS OF c,� �G I N EF CEMENT, COARSE AND FINE AGGREGATES, WATER, AND ADMIXTURES TO PRODUCE THE PROPERTIES V *, 9 0, SPECIFIED FOR EACH CONCRETE MIX TYPE PER ACI-301 ON THE BASIS OF PREVIOUS FIELD EXPERIENCE 88508 r OR TRIAL BATCHES. USE ADMIXTURES IN ACCORDANCE WITH THE MANUFACTURER'S DIRECTIONS. USE AA AMOUNTS OF WATER-REDUCING ADMIXTURE THAT WILL PERMIT PLACING WITHOUT SEGREGATION, i i , HONEYCOMBING OR ROCK POCKETS. THE SLUMPS SPECIFIED ARE THE SLUMPS REQUIRED AT THE POINT OF ,�irt E`'•12„) PLACEMENT INTO THE STRUCTURE. USE INTERIOR MECHANICAL VIBRATORS WITH 7000 RPM MINIMUM FREQUENCY. DO NOT OVER-VIBRATE. DO NOT MOVE THE CONCRETE HORIZONTALLY USING THE VIBRATOR. �,�1 QFC 31 ,G.,- CONCRETE CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR CONTROL JOINTS. PROTECT FT 1 R BRPS� ALL FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE HOT OR COLD TEMPERATURES FOR SEVEN DAYS AFTER POURING. PROVIDE ENGINEER WITH PROPOSED CONSTRUCTION OR CONTROL 8-21-18 JOINT LOCATIONS FOR APPROVAL, OR USE JOINTS AS SHOWN ON THE DRAWINGS. ALL REINFORCEMENT EXPIRES:11-12-15 TIE WIRES AND FORM ANCHORS SHALL BE CUT OFF FLUSH WITH THE SURFACE; SURFACES WHERE EXPOSED SHALL BE SMOOTH AND FREE FROM IRREGULARITIES. - 2.1 STRENGTH Z DESIGN MIXES SHALL BE NORMAL WEIGHT CONCRETE WITH WITH A MINIMUM COMPRESSIVE STRENGTH OF 3,000PSI, AND A WATER CEMENT RATIO NOT GREATER THEN 0.5, PER SECTION 1904, CONCRETE EXPOSED O TO WEATHER AND GARAGE SLABS SHALL HAVE A MIN f'c = 3000 PSI AND HAVE 5% AIR ENTRAINMENT. PER SECTION 1704.4 EXCEPTION 2.3 NO SPECIAL INSPECTION IS REQUIRED AS THE 3000 PSI IS FOR 11 DURABIUTY ONLY. II r� V1 2.2 MATERIAL - CEMENT, WATER & AGGREGATES PER ACI 301 ~f CEMENT MUST CONFORM TO ASTM C-150, TYPE I OR TYPE II. ENGINEER'S APPROVAL IS REQUIRED FOR l�h USE OF TYPE III CEMENT, B. WATER TO BE CLEAN AND POTABLE, C. COARSE AND FINE AGGREGATES TO CONFORM TO ASTM-C33. NO ADMIXTURES ALLOWED. h�+a1 tIO 3.5 REINFORCING STEEL C � C50 DETAIL, FABRICATE AND PLACE PER ACI-315 AND ACI-318. SUPPORT REINFORCEMENT WITH APPROVED W • O CHAIRS, SPACERS, OR 11ES., STEEL REINFORCEMENT SHALL BE NEW, DEFORMED BILLET STEEL, MEETING ASTM STANDARD A-615, A-706 AT BOUNDARY ELEMENTS; GRADE 60 FOR #3 AND LARGER BARS UNLESS NOTED OTHERWISE ON THE PLANS. SHOP DRAWINGS SHALL BE MARKED ACCORDINGLY AND P4 401 b SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. GRADE 60 REBARS SHALL NOT BE O 0 BENT IN FIELD AFTER CONCRETE PLACEMENT. ALL BEND SHALL BE PER ACI. LAPS: ALL TENSION CA U SPLICES ARE ACCORDING TO ACI 318, CLASS B AND ALL COMPRESSION SPLICES ARE 30 DIAMETERS FOR f'� f'c GREATER THAN 3000 PSI AND ARE 40 DIAMETERS FOR f c WHICH IS LESS THAN 3000 PSI, UNLESS L.! tI NOTED OTHERWISE. SEE DETAIL -/S3.0 FOR BREAKDOWN BY BAR SIZE. REBAR COVER: PROVIDE b al CONCRETE PROTECTION FOR REINFORCEMENT PER THE ACI-318 SPECIFICATIONS. CI''! 3.0 WELDING • +'" cd C I A. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1 "STRUCTURAL WELDING CODE" & 01.3 ' C C"} "STRUCTURAL WELDING CODE - SHEET STEEL." - Uj in tto B. ALL WELDING SHALL BE DONE BY AWS/WABO (WASHINGTON STATE ASSOCIATION OF BUILDING q OFFICIALS) CERTIFIED WELDERS. FOR ALL MOMENT FRAMES WELDERS SHALL HAVE ADDITIONAL FT) CERTIFICATION SHOWING QUALIFIED IN ACCORDANCE WITH AWS D1.8, SECTION 5, WELDER QUALIFICATION, !�I THE SUPPLEMENTAL WELDER QUALIFICATION FOR RESTRICTED ACCESS WELDING. a D. ADDITIONAL FIELD WELDING MAY BE REQUIRED FROM THAT SHOWN ON THE DETAILS, DEPENDING ON '4 THE JOINT CONFIGURATION, SPUCE LOCATIONS, ERECTION SEQUENCES, ETC. THE CONTRACTOR SHALL (:) DETERMINE THE LOCATION OF ALL FIELD WELDS AND SUBMIT THEM FOR REVIEW. FIELD WELDING SHOULD r" BE MINIMIZED WHEREVER POSSIBLE. 0 E. THE MINIMUM WELD SIZE USED SHALL BE 3/16" U.N,O. ON PLANS. ALL WELDS SHALL BE MADE a Li USING LOW-HYDROGEN ELECTRODES WITH MINIMUM TENSILE STRENGTH = 70 KSI. LOW HYDROGEN SMAW ELECTRODES SHALL BE USED WITHIN FOUR HOURS OF OPENING THEIR HERMETICALLY SEALED CONTAINERS AD CLM 7 or ornoirn OCD AUK` n4 i Cr rTinsi Ag ri rrronnrc CU M I Dr orno rn MA unor TUAM CI) APPROX4` I DIMENSIGt C) (MAY VAR,, • �,, 2N_ J/ S2 FOR EXISTING ROOF FRAMING z / PLAN SEE 4/S2 f♦ jjjjjj UM TOP OF(E} 9r- 1 " r°;0 f(�PILASTER(E) I TOP OF(E} -- / BEAM NOT t \\\ PILASTER(E} J! SSHOWNEXTEND TOP (E)4X6 LEDGER BEAM NOT J (N)HSS TO A taN OF 3"FROM NOT (E)204 AT 24"OC SHOWN R�"'-(E)6"DTILTUP L OF(E)LEDGER (SHADED) PERPENDICULAR NDIDICULAR0LARON :` r.::.. GRID 8 L i STEEL CUPS AND BOLTS (6)EQUAL NAY SPACES PER DETAIFS s //--(N)HSS 8X6 HEADER BOT OF CONE — 1.,,L_______ °E_____m__1.� n 1 1 ✓. CGI J� („1-- OPENING i6'-0" L'1 I DARKER SNARE SPECIAL NOTE: CONTRACTOR SHALL .1 INDICATES HSS .�� INSTALL NEW NSS COPS&BEAM WITH ,?i TUB STEEL ALL CONNECTIONS PRIOR TO CUTTING ;:I NOLLE.AFTER P1011 IS CUT INSTALL BENT PLATE OPENING WRAP&CONNECTIONS 10 HSS.ALL SHORING REO'D TO COMPETE ri m ;.� WORK IS PER CONTRACTOR. I-�. .� i SPECIAL NOTE: CONTRACTOR SHALL I X-RAY EXISTING RENF IN EXISTING .I 1 HI�" CONCRETE WALL SO AS TO NO DISTURB REINF WHILE PLACING SIMPSON TITAN .17 I. 1 i HO BOLTS CONTRACTOR SHALL ALSO I I ' NOTIFY ENGINEER I ANY REINE IS Ii I• DISTURBED. i I SEE 6A 8 68 ON 52 lai'I FOR INTERSECTION I "3 f'------(E)CONCRETE ,_'I O PILASTER AT ' i - SHADING INDICATES NEW OPENING_G. .R PANEL ABUTiMENT ,.,.I -DASHED LINE 4)PERIMETER OF NTERSECDON .I 9 OPENING INDICATES BENT PLATE WRAPPING OPENING PER DETAILS I I L i I (E)CONCRETE PILASTER 1 AT CORNER IN TERSECTION I e1 I 1 i -PER ORIGINAL 1973 PLANS ' HAVE6"CONCRETE PANELS HAVE 14 REINF EACH WAY AT ( T AT CENTER OF WAL.CONTRACTOR E I _?0 SHALL CONFIRM <i I x"I 1 S.0 G. r, 0 EDGE CF CONCRETE PANELS 3/8" EDGE OF CONE PANEL ON co ARE GAPPED 3/4"APPART - - __.. 5'-5 5/8" 14'-0" 4'-11 1/4" 3/4 6" GRID"A""IS GAPPED 3/4" W GIl 3/8"TO OR10 AT -�.-.. _"�._ -"" - FROM INESIDE FACE OF W CENTERLINE BETWEEN THEM. -1/1015. -,_-__--________ -__ 24-4.7/8" .,_ __.__..________�. PANEL ON GRID'8" 25'-0" I. 1100 ELEVATION OF CONC PANEL ON GRID A W/ NEW OPENING scALE: T/2-.1,-o" (VIEW FROM INTERIOR LOOKING OUT) (N) ANGLE & BOLT 9 of 33 4 • A . 1 A - t .....- • 41 < L ,......., 0.,..........) (N) HSS HEADER NEW BENT ' 1 I °- 1 0 It. WRAP © . < • $ • . • OPENING I 4 4 Li. •amon , 8 , .t*.:'''..-;:.....--`...;,"•.''''.,1 (N) HSS JAMB ,.. , . . . NEW ENLARGED NNII,-',--, ... ,'-: - C.D z OPENING IN 6" 2. w CONC TILT UP 0_ 0 WALL FOR JAMB Ld L.,::.; -,--- ,-',.- STRONGBACK TO S.O.G. CONNECTION(NOT SHOWN) SEE 1A SHADED AREA ----...„,..,,,44...1 .:.,.. ,:::-.:. T.. INDICATES (N) -- - - - -....2 , ,./ OPENING ,........ , ,. . . ., . 4 '`.';..'''.:::' ,' --) (E REINF. CONFIRM) . . NEW EXTERIOR I:44, ENTRY RAMP & , . ,,. . ...... -.,..'''-'-'-'-''4',:::.1- EQUALS BY OTHERS ',/7/7/7://' (N) CUT ELEVATION OF WALL EQUALS TOP OF (E) S.O.G. . - • ,„, ,, .0 . • 4 . . < , . 4 . . a • (E) FOOTING 4 a ' - 4 • - - - . - < ''' • . 4 4 a 4 4 . a • a . - . „.11 . ' .4 ,i • ., 4 - •. < 4 4 , 4 Pd ' • 6 CUT EXISTING WALL TO TOP OF S.O.G. SCALE: 1 1/2"=1'-0" • BM TO 10 of 33 1/4" r COLUMN ......, III[ \---HSS 8x6 BEAM HSS 6x6 COL 0 HEADER TO COL CONN ANGLE & BOLT PER 3/S1 & 3/S2 1 r INSIDE OUTSIDE __________---)i 1 - BOLT © 24" O.C. 0 CENTERLINE HSS 8x6x1/4 1 I 4 4 SEE ARCH FOR HEADER 1 I FLASHING AND I1 ' ::': MOISTURE PROTECTION 1 , i BENT PLATE 2"024"0.C. r 3/16" BENT PLATE CD JAMB a HSS 6x6 COL I ' TILT UP PANEL 4 ® SECTION (4 OPENING HEAD EXTEND 2-1/2" LEG OF HORIZ BENT PLATE TO BUT WITH 6" VERT BENT PLATE & WELD CONC PANEL 111111MMI SHADING INDICATES OPENING I -"D BENT PLATE TO il omwom -4, BENT PLATE 11" r 3/16" p2-1/2" BENT PLATE @ JAMB & HEAD SHALL BE 2 1/2x11 ®ELEVATION FROM OUTSIDE LOOKING IN 0 OPENING HEADER & JAMBS SCALE: 1 1/2"=-1'—0" 11 of 33 BENT PLATE 1/4"x2-1/2"xl 1" " CONC1– —I 1/2"0x3" EMBED SIMPSON TITEN HD gligik –11LT UP ----\ c. OF CONC. NOTE DRILL HOLE D PE k • \NWOANN,,li AS REQUIRED AND INSTALL PE' " il II SPECIFICATIONS. 1– (---- 1 – C...9.°N Nas) 1111 . _N . 1 P (\NT) , .....--1 2"@ •"* r - - ., . . L _ 0 (1...., 1" PLAN da5\ i Cl© BASE PLATE 6" (?1,iur 1/4" BENT PLATE (7) ._., . CD 0, BENT PLATE , icti HSS COL -I-4U- -1 BENT PLATE FIRST TITEN BOLT al 6" • 0 11" FROM TOP & BOT OF OPENING THEN @ 24" O.C. THROUGHOUT -C,J- o 3/4"x6"x9" BASE PLATE SHRINK GROUT\ ... 8.,_ wAlliA11111 / 6" ..... ,N,S ' # 4. CONC TILT UP (2) 1/" DIAM . INIMMIMMIN PANEL CUT SIMPSON TITAN HD , t. FLUSH WITH WITH 3" EMBED 1M, ELEVATION : SLAB SEE 7/S2 © BASE PLATE . . (E) REINF CONFIRM . „ . ' . . (E) FTC „ . 0 SECTION 0 HSS BASE PLATE CONN. SCALE: 1 1/2 =1-0 ( ( 9 25'-0"BTWN GRIDS (D 24'--4 7/8"PANEL WIDTH 4 4„ 3/ 3/8" I V-5 5/8" 14,-.0"NEW OPENING (-11 1/4" 6" 3/4'' JOINT----NN,IN* AHEM CUT AFTER CUT ...- . ,E1 . , H1/2"00x3" SIMPSON TITEN te1 11111111111-11111111 NEW JAMB EDGE CUT r--- r-z- e . . i i/47 BELOW 0 OPENING il 1 --.. ,Z, .-,*2 f'-'-'----------BENT PLATE 1/4"x2-1/2"x11" ‘........— .. 71_,/ , . (E) PILASTSER /// N*4sPsLATE , ' , 20 24"0.C.i/3/16" / /BENT V-2" / WED 0 3 NOTE;0 TITEN HD DRILL HOLES 1/4" DEEPER (N) HSS 11 1/2" (E) PILASTSER 3/16"V2" <SIDE EA. THAN EMBED BOLT RECNT SHOWN SEE MANUF 6x6x1/4 L3x3x1/4x0'-4" W/ FOR PROPER INSTALLATION REQUIREMENTS COLUMN SIMPSON TITEN HD 1/2"0 X w/3" EMBED 0 CENTER 0 HSS COLUMN & BENT PLATE A OPENING JAMB SCALE: 1 2 T (E) 2x4 RAFTER (E) 4x6 LEDGER A4" 0.C. TOP OF ROOF (E) FLASHING PARAPET (E) PW (E) ROOF PW j L. 11111111i1111E1/11 ...... ...... .... .. . (2)2x4 0 24" O.C. 1.-- (E) LEDGER a,..g =me WELDED CAP PLATE 1. 3" MIN 6" MAX ----------1. (E) 6 1/2" 1.1%, ........ ... TILT UP WALL P (N)CDL STRONGBACK I STEEL ANGLE & BOLT TO CONC =m CONNECTION PER OTHER i . . DETAIL 3/S2 PRT 0 lo 11 . 11 I 0 PROVIDE EA SIDE DETAILS AS SHOWN —1. IS3 (N) COL STRONGBACK ®SECTION 0 TOP OF NEW JAMB STRONGBACK CA) CO PANEL TO ROOF 0 ELEVATION 0 TOP OF NEW JAMB STRONGBACK 0 TOPOFNEW HSS COL STRONGBACK SCALE 1 000 0 25'--0" 25'-0" 6" CONC (E) 2x4 (E) 4x6 LEDGER /—NEWDO TILT WALL 24" O.C. 614 *IL I sc3, co 6 14 <3 (5 </I co _I 9co 6.14 _ 2:11 111111111111 CNI 1111111111 111111 6 11111 cNi 1111111111 111111 6111111 0 :'14 2h ch) 4 EXISTING PARTIAL ROOF FRAMING PLAN SCALE: 1/e" 1'—O" 14 of 33 PIP! DHP - Engineering ,1111*.gru; P. S . IV'giiii Structural Building Design Consultants _411..1 1 itil,,imam 32008 32 Ave 1,Suite 13 Federal lk a) WA 98001 Phone(253)220-0848 / 1 .1 t t • , • , 1 1 I 1 2: i• 1 ‘,.. 5 , i 1 11'1 4 / [ 11 0 4 i I 1 4 - . . t.--- - I 1 .. _--. 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S . itt.-demi Structural Building Design Consultants u t�4 l 32WO,' 32;104,4-Suite ft Pezieral W a>.AN':A 984}04 Phone 42,;)220-0848 rte-.~ ON r ice' �1 1 r+G,K K:. gyp.( ) s 1 i ` " -• t i 1 g i:. -___40, I l ._.#0l, f . -....._ -- -L `- _ _ ,. ._:43: t= - :max.: .: =.. :.a'It ....... w - r�.k w r 17 of 33 . 1511. 1 DHP - Engineering , P S ..._,, ,,a,. • • imr,,Awl frOf••••1Structural Building Design Consultants tryatalit 32008, 32 ANC S.Stint':B,t okra!Was,WA 98001 Phone 1253)220-0848 Existing Foundations detialson 1973 plans : 1 S .,..11 ..7.....".,11`1.:. 7•-- -P" ,"..--.... `'..1.7.-T.-_ )1 I.(' ,:-. .....+:7 S-=•-:. 1•7••".17..11.7'.:.1.' 1 1 .F......1-111-- ..',.....7 =..-..1 =1Z a-t:' ... i * 1;'-`'.1.1....S.."..,E......e ? L-. _ - ...,...:.-- :-- 1* I 1 .-,-,..-ci:...—r Er, - I i '-')1 2- ;; ------ ;, • ;; 1 , -- ar,„,.,' ,z," ,.:-.2.., ,-.F,,z -« -; ;- ','- : -c-....,--- r-,,.. - -;-......:-..-,:v ; ; 4 „, . -1-7,r:-:.....r *.1,..:*--—K. ' R,- --Z --. 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'Z'':::,.^....- ..,._, • * • 1 • •!(..., • • • 1 1 "....] I : 2-'*5 ."-•, -L....F. a -- * , I e, a, 1 , ,, r.."......:-*"*...;".1=4. --- I ! .,,:. 7.• *-.7-64 ?, :.`,..14- , ,••• -AI , .'', 1 ; ."i 1 1 ‘.1 • i , . , • • 4 *1/4_.' * -' 11, , 1; ''''"--,-;'2F,'2*-- '-`4'-'" ''' -*"'" ='; ,',.--1__ ---Z,..,'•-•;.--,__ ,___, ,•.. .-----, 3 ::>--.,..-_1,... ••••._ -,:- ._.• 4 •-..,cc ,S..e. - .,.---e c,--;.-=-..:-..,.....= ' .- ..,,c -1":7; . «.- ...i : 2 ,'...).,:;.--- --.:.," ,zi; 4.'-,,;.,-< 11 I ' *•,,...,--..;.-- ,,.. ,,:, „;;_: ::: 4-; —— • ,-. —_ — — 61'1,1/16(46 e)f(( 7 LiC 1 PROJECT NAME: PAPE Tigard s$ 'of 33 PROJECT NUMBER: 18.076 VER 01.01.15 DHP ENGINEERING 9/5/2018 STRUCTURAL BUILDING CONSULTANTS DESIGN BY.BIRD WIND LOADS per ASCE 7-10: 110 MPH, EXP 'C' with 24 ft MEAN ROOF HEIGHT MAIN WIND-FORCE RESISTING SYSTEMS(Directional) `., Section 27.4-BUILDINGS OF ALL HEIGHTS OV r1 �5a h/B=0.28 Wy BUILDING EXPOSURE.. ..... ..... ..... 0 'er Jurisdiction) Note:Symmetricical so use end and front for BIL=0.49 WIND SPEED 10 MPH (Per Jurisdiction) opposing sides(4 side wind analysis). (85 MPH ASD) ( L TOPOGRAPHIC FACTOR,Kzt I.00 FIGURE 26.8.1 T :y WIND DIRECTION FACTOR,Kd... 285 TABLE 26.6-1 Nva x x MEAN ROOF HEIGHT,h. 24 FT h/L=0.14 BUILDING WIDTH,B....._...._....._. 86 Fr LIB=2.03 4, 'Y BUILDING LENGTH.L ..... ....._._. 175 FT plan view 1 :12 ROOF SLOPE_. 4.8 degrees(0) Rigid Structure,freq>= 1;G=0.85 V Kh= 0.94 TABLE 27.3-1 PRESSURECOEFFICIEN G Cp qh=0.0025EKzKztKd1(V)'2= 24.7 PSF(Eq.27 3-1) WINWARD 0.85 0.80 PER sect 24.7 I,FIG 27.4-I INTERNAL PRESSURE qh(GCpi) LEEWARD 0.85 -0.30 I -0.50 PER sect 24.7.1,FIG 27.4-I POSMVE 4.44 PSF SIDE 0.85 -0.70 PER sect 24.7.1.FIG 27.4-1 NEGATIVE -4.44 PSF Enclosed Buildings:GCpi=+0.18,-018V t Imernal Pressure Coet&are;.'1>51>2> -I WALL LOADS qzGCp qhGCp WALL PRESSURES(PSF): P4,qGCp-gb(GCpf) ULT OVERALL BUtLDIN1ALL OVERALL BLDG height windward leeward side windward leeward _ side wall LOADS TO WALLS(PSFIOADS TO WALLS(PSI z Kz qz (+) 1,13(WO B/L(Wy) LB(wo B/L(wy) qzGCp-qhGCp qzGCp-qhGCp (R) (PSF) (PSF) (PSF) (PSF) (PSF) (-int:+int) (+int.-Intl (+int.-int) (+int:-int) Wx W'y Wx Wy 24 0.94 24.7 16.8 -6.3 -10.5 -14.7 21.2: 12.3-10.7:-1.8 -14.9:-6 -19.1 :10.2 23.0 27.3 13.8 16.4 20 0.90 23.7 16.1 -6.3 -10.5 -14.7 20.6: 11.7-10.7:-1.8 -14.9:-6 -19.1 :-10.2 22.4 26.6 13.4 16.0 15 0.85 22.4 15.2 -6.3 -10.5 -14.7 19.6: 10.8-10.7:-1.8 -14.9:-6 -19.1 :-10.2 21.5 25.7 12.9 15.4 10 0.85 22.4 15.2 -6.3 -10.5 -14.7 19.6: 10.8-10.7:-1.8 -14.9:-6 -19.1 :-10.2 21.5 25.7 12.9 15.4 Overall External Pressure P=qGCp-qh(GCpi) (PSF) ROOF LOADS windward leeward qhGCpi windward(-) windward(+) leeward r TOTAL HORIZONTAL I TOTAL VERT UPLIFT I (-) (+) (-) (PSF) w/internal w'internal wi internal ROOF COMPNT(ULT PSFROOF COMPNT(ULT PSF) Normal to Ridge Cp #N/A #N/A #N/A (+)internal= 4.44 #N/A #N/A #N/A windward(-) windward(+) windward leeward Wx (for 0>=IO)qhGCpi #N/A #N/A #N/A (-)internal= -4.44 #N/A #N/A #N/A #N/A #N/A #N/A #N/A Normal to Ridge Cp #N/A #N/A #N/A (+)internal= 4.44 #N/A #N/A #N/A windward(-) windward(*) windward leeward Wy (for 9>=10;ighGCp #N/A #N/A #N/A (-)internal= -4.44 #N/A #N/A #N/A #N/A #N/A #N/A #N/A Normal to Ridge for 0<10 Horizontal distance from windward edge P=qGCp-qh(GCpi) (PSF) QL Parallel to Ridge for all t range 0'-12' IT-24' 24'-48' >48' 0-12' I2'-24' 24'-78' >48' Cp -0.90 -0.90 -0.50 -0.30 -23.3 -23.3 -14.9 -10.7 +internal Wx(max load case) gbGCp -18.9 -18.9 -10.5 -6.3 -14.4 -14.4 -6.0 -1.9 -internal ridge along x-x VERTICAL UPLIFT ROOF COMPONENT(PSF) -23.2 -23.2 -14.9 -10.7 +internal Cp -0.90 -0.90 -0.50 -0.30 -23.3 -23.3 -14.9 -10.7 +internal Wy(max load case) qhGCp -18.9 -18.9 -10.5 -6.3 -14.4 -14.4 -6.0 -1.9 -internal ridge along y-y VERTICAL UPLIFT ROOF COMPONENT(PSF) -23.2 -23.2 -14.9 -10.7 +internal Cp -0.18 -0.18 -0.18 -0.18 -8.2 -8.2 -8.2 -8.2 +internal W'x&Wy(min load case.ghGCp -3.8 - -3.8 -3.8 -3.8 0.7 0.7 0.7 0.7 -internal PK(ULCI NAME PAH-.1igatd sHE9 of 33 PBC-DI-CT NI:MI1rR: 1 R0'r VER 01.01.15 • DHP ENGINEERING 9/5/2018 STRUCTURAL BUILDING CONSULTANTS Li :,wig n t dllcn \viii) 1: ilii_s pee ASCE_7:-_i ii: i lc, ii'ti E:XP 'if- Nith ;',A_R:vi FAN R( (ii iiEfi;i-iF MAIN WIND-FORCE RESISTING SYSTEMS(Directional) Section 27.4-BUILDINGS OF ALL HEIGHTS h/B=0.28 Wy BUILDING EXPOSURE.. _. 13 (Per Jurisdiction) Note:Symmetricical so use end and front for B/L=0.49 WIND SPEED....._....__.-...-.._._ .....__. 1 I,' MPH(Pm Jurisdiction) opposing sides(4 side wind analysis). (85 MPH ASD) < L TOPOGRAPHIC FACTOR Kd !CSO FIGURE 26.8-1 :y WIND DIRECTION FACTOR Kd (LS' TABLE 26.6-1 Wx x ; x. B - MEAN ROOF HEIGHT,IL 74 FT lt/L=0.14 BUILDING WIDTH,B...................... 86 FT LIB=2.03 V i Y BUILDING LENGTH,L .. ... ..._. .?5 FT plan view I :I2 ROOF SLOPE...... ...... 4.8 degrees(0) _..... ._....- __-_. _-_.-.-_---- ..-----.---._.. Rigid Structure,freq.s=1;G=0.85 7 1 Kh= 0.66 TABLE 27,3-1 PRESSURE COEFFICIEN G Cp qh=0.00256K2KztKdt(Vr2- 17.3 PSF(Eq-27.3.1) WIN W ARD i 1.0 5 0.80 PER sect 24.7.1,FIG 27.4-1 INTERNAL PRESSURE qh(GCpi) LEEWARD 0.85 -030 I -0.50 PER sect 24.7.1,FIG 27.4-1 • POSFTTVE 3,12 PSF SIDE C,o5 -0.70 PER sect 24.7.1,FIG 27.4-I_ NEGATIVE -3.12 PSF Enclosed Buildings'GCpi=+0.18,-0-18 V Imm cal Pressure Coefficient.fable_'G.I t WAIL LOADS I qzGCp qhGCp WALL PRESSURES(PSF): P=gGCp-gi(GCpi) ULT OVERALL BUILDIN4ALI.OVERALL BLDG height windward leeward side windward leeward side wall LOADS TO WALLS(PSF4OADS TO WALLS(PSI z Kz qz (+) 1JB(Wx) B/l-(Wy) LB(Wx) BIL(Wy) qzCiCp{lhGCp qzGCp-qhGCp (ft) (PSF) (PSP) (PSF) (PSI) (l'SF) (-int:+int) (+int:-int) (1-On:-ion) (+ion:-int) Wi Wy Wx Wy 21 0.66 17.3 11.8 -4,4 -7.4 -10.3 14,9:8.7 -7.5:1.3 -10.5:-4.2 -13.4:-7,2 11,2 19.1 '1' t t 20 0,62 16.4 11.2 -4.4 -7.4 -10.3 14,3:8-1 -7.5:1.3 -10.5:-4.2 -13.4:-7.2 !..,'.f., i`?,5 9,3 11.1 15 0.57 15.1 10.3 -4.4 -7.4 -10.3 13.4:7.2 -7.5:-1.3 -10.5:-4.2 -13.4:-7.2 l-1.7 17.6 L8 10.6 11' 0.57 15.1 10.3 -4.4 -7.4 -10.3 13.4:7.2 -7.5:-I.3 -10-5:-4.2 -13.4:-7.2 11- 1-A Overall External Pressure P=qGCp-qh(GCpi) (PSF) , ROOF LOADS windward leeward qhGCpi windward(-)arindwad(i) leeward TOTAL HORIZONTAL ' TOTAL VERT UPLIFT I (-) (+) (-) (PSF) w/internal w/internal se/internal ROOF COMPNT(ULT PSFIROOF COMPNT(ULT PSF) Normal to Ridge Cp #N/A #N/A #N/A (+)internal- 3,12 #N/A #NIA #N/A windward(-) windward(L), windward leeward Wx (for 0>=10qhGCp #N/A #N/A #N/A (-)interna!_ -3.12 #N/A #N/A #N/A #N/A #N/A #N/A #N/A Normal to Ridge Cp #N/A #N/A #N/A (+)uniemal= 3.12 #N/A #N/A #N/A windward(-) windward(+) windward leeward Wy (for 0>=10 qhGCp #N/A #N/A #N/A (-)internal= -3.12 #N/A #N/A #N/A #N/A #N/A _ #N/A #N/A Normal to Ridge for 0<10 Horizontal distance from windward edge P=qGCp-qh(GCpi) (PSF) 4c Parallel to Ridge for all I range 0.-12' 12-24' 24'-48' >43' 0'-I2 I2-24' 24'-48' >48' Cp -0.90 -0.90 -0.50 -0.30 -16.4 -16.4 -10.5 -7.5 +internal Wx(max load case) qhGCp -13.2 -13.2 -7.4 -4.4 -10.1 -10.1 -4.2 -1.3 -internal ridge along x-x VERTICAL UPLIFT ROOF COMPONENT(PS'F) -16.3 -16.3 -10.4 -7,5 +internal Cp -0.90 -0.90 -0.50 -0.30 -16.4 -16.4 -10.5 -7.5 +internal WY(max load case) qhGCp -13.2 -13.2 -7.4 -4.4 -10.1 -10.1 -4.2 -1.3 -internal ridge along y-y VERTICAL UPLIFT ROOF COMPONENT(PSF) 16.3 -16.3 -10.4 -7.5 +internal Cp -0.18 -0.18 -0.18 -0.18 _ -5.8 _ -5.8 -5.8 -5.8 +internal Wx&Wy(min load case;ghGCp -2.6 -2.6 -2.6 -2.6 0.5 0.5 0,5 0.5 -internal I env "" 7 I DNP Engineering,PS Project Title: PAPE Warehouse New Tilt up Door t lQ 4 alma 32008 32nd Ave S, Suite B Engineer: 20 of 33 .-; 1lr �Iji Federal Way,WA 98001 Project ID: 18.076 ��and then using the"Printing& Protect Descr:New Tiltup Door Opening l'/Vi=i!®t! Printed a SEP 208, 6.i2PM SCE Seismic Base Shear File=L:\2Q1a; K-P\l8.076PAPEwaehousetittupDoorenia ,tec6. ` Sofhwaecopyright ENERCALC,INC.1983-2018.Buitd:10.18.8.25. ENGtNEER}N& -None-- Risk Category Risk Category of Building or Other Structure: "ill".Buildings and other structures that represent a substantial hazard to human fife in ASCE 7-10,Page 2,Table 1.5-1 the event of a failure Seismic Importance Factor = 1.25 ASCE 7.10.Page 5 Table,1.5 2 Gridded Ss&Slvalues ASCE-7.10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Latitude = d5 43g deg North Ss = 0.9709 g,0.2 sec response Longitude = 122.782 deg West S 1 = 0.4245 g,to sec response Location: Portland.OR 97223 Site Class,Site Coeff.and Design Category Site Classification 'D':Shear Wave Velocity 600 to 1,200 ft/sec D ASCE 7 10 Tab!e.20 3.1 Site Coefficients Fa&Fv Fa = 1.11 ASCE 7-10 Table 11.4-1&114-2 (using straight-line interpolation from table values) Fv = 1.58 Maximum Considered Earthquake Acceleration SMS=Fa"Ss = 1.079 ASCE 7-10 Eq.11.4-1 S Ml=Fv'S1 = 0.669 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S 0.4.s213 = 0.720 ASCE 7-10 Eq.11.4-3 S D1 S M1 = 0.446ASCE 7--10 Eq.11.4-4 Seismic Design Category = D OSCE 7-10 Table 11.6-1&-2 lesisting System ASCE 7-10 Table 12.2-1 "Basic Seismic Force Resisting System... Bearing Wail Systems 5 Intermediate precast shear walls Response Modification Coefficient"R" = 4.00 Budding height Limits: . System Overstrength Factor"Wo' = 2.50 Category"A&B"Unit No Limit Deflection Amplification Factor"Cd" = 4.00 Category"C"tirrrHtt No Litrui Category"D"Lire Limit=40-k NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit Limit=40-k Category'F`Unit Limit-40 i Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure'is beigg used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems 'Ct'value = 0.020 'hn':Height from base to highest levet= 25.0 ft 'x"value = 0.75 Ta'Approximate fundementat period using Eq.12.8-7 : Ta Ct'(hn A x) = 0.224 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 Z..000 sec Building Period'Ta'Calculated from Approximate Method selected (r= 0.224 sec fl Cs 11 Response Coefficient /1SC 7-18 Sectio 12.8.1.1 SDs:Short Period Design Spectral Response = 0.720 From Eq.12.8-2, Preliminary Cs = 0.225 "R":Response Modification Factor = 4.00 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.623 'I':Seismic Importance Factor = 1.25 From Eq.12.8-5&12.8-6, Cs not be less than = 0.040 Cs:Seismic Response Coefficient = = 0.2249 Seismic Base Shear AsCE 7-10 Section 12.8.1 Cs= 02249 from 12.8.1.1 W(see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs'W = 0.00 k 21 of 33 It DHP- Engineering, P. JOB# SHEET OF IAIM Structural Building Consultants • Jr/11M! DESIGNED DATE PROJECT CHECKED DATE 6 ,4.‘3 CT 1/4.1( LQ A.: 64:te.. 17 7 P ? F ? V v eC. 12C ' L 96 f""OF ? 4011t5F 4, tf. C` t 14-‘ t 6PI al X I'S* (e`t40 gooF Ir c„F. ) /to' ) )4. C.,,A 2 rt.F" -r,t- vz)A.LL Wt' To C.fiai2:eLoA al Ft. ) ef2„ .2.- 6,31 FLI: tri 1.12C) LATERAL = L (-0110 do-kitaL -MY 169.4- 10L [CAA- (t2-4 ) 9 6 FGF ?tit ii4t( LOA ' /01C4 c4.t€C..4:: Txcrd 'ct,4`rt. • C4L.) Sri)D rt.° 0,414 +. a *0CA-4. os 4 5 L'S)- ' Cr')./ G.1c: 110 114 :if, 32008-32nd Ave.S..Suite B•Federal Way.WA 9800I •Phone(253)220-0848•www.dhpengineering.com I. IP, DHP Engineering,PS Project Title: PAPE Warehouse New Tilt f2Dnior r 0 ....:32008 32nd Ave S, Suite B Engineer: o 33 • lt.4-Cif di 0 Federal Way,WA 98001 I ..."",ea -- - Project ID: 18.076 & Project Descr:New Tiltup Door Opening rg--ill and then using the'Printing -74 0 0,,AIIIIiii Pr;nte-', o SEP 2010 Steel Beam File=LA2018112MZNK-P418.076 PAPE Warehouse tittup Door erearpement.ec6. Software copyright ENERCALC,INC.1983-2018,Build:1918.825. '7 . 7.:::,„;;;;-:..;;:::;;;;;..:;,-, Description: Panel Hear;beam on..-incsi A between gnus CODE REFERENCES Calculations per AISC 360-10,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0 637)S(0.075L ---,- ---.4 , --s• (6:'..'l HSS8x6x1/4 r44 Span= 14 Oft F..- Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Moment D-,-0 7430, S=0.0.8766 K-ft,LOC=9 lit:,on span Moo ,. l.:.,-.`.:i 743C, S,-...C.327 0 i, !',,1_0:,-=!.670 Umfonm li).ad 1.1 r.7.-0 P no, s,-0 0750 of. Tributary width r I 0 ft DESIGN SUMMARY ............._...Desi! OK_ Maximum Bending Stress Ratio = 0.414: 1 Maximum Shear Stress Ratio= 0.083 : 1 Section used for this span HSS8x6x1/4 Section used for this span HSS8x6x1/4 Ma:Applied 17.45,4 k-ft Va:Applied 5.103 k Mn/Omega:Allowable 42.166 k-ft Vn/Omega:Allowable 61.119 k Load Combination +D+S Load Combination +D+S Location of maximum on span 6.84Uft Location of maximum on span 14.',00 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.040 in Ratio= 4,234>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0 377 in Ratio= 44A>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Ornega D Only Dsgn.L= 14.00 ft 1 0.370 0.075 15.62 15.62 70.42 42.17 1.00 1.00 4.57 102.07 61.12 +D+S Dsgn.L= 14.00 ft 1 0.414 0.083 17.45 17.45 70.42 42.17 1.00 1.00 5.10 102.07 61.12 40+0,7505 Dsgn.L= 14.00 ft 1 0.403 0.081 16.99 16.99 70.42 42.17 1.00 1.00 4.97 102.07 61.12 +0.60D Dsgn.L= 14.00 ft 1 0.222 0.045 9.37 9.37 70.42 42.17 1.00 1.00 2.74 102.07 61.12 Overall Maximum Deflections Load Combination Span Max.'-"Dell Location in Span Load Combination Max.''+'Deft Location in Span +0+S 1 0.3766 7,040 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.865 5.103 Overall MINimum 0.513 0.538 0.040' DHP Engineering,PS Project Title: PAPE Warehouse New Tilt 233Door • or 33 32008 32nd Ave S, Suite 8 Engineer: --111;"000 Federal Way,WA 98001 Project ID: 18.076 III4I then using the Printing& Project Descr:New Tiltup Door Opening * IL/1CM Priest S SEP 2:)?.d. SCAM Fie=LA2018 kl2h4ZNK4118.076 PAPE Warehouse Situp Door enlargement.ec6. Steel Beam Software copyright ENERCALC,INC.19812018,Build:10.18.8.25. .T 44436M40042937:Z:77. 7t4't;;;7'::-1t ;::2- laliPEMMEERNG. Description Panel hiea Beam ml Grid A&Oxeen grds(& Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Suppon 2 D Only 4.353 4.565 +0+S 4.865 5.103 +D+0.750S 4.737 4.968 +0.600 2.612 2.739 S Only 0.513 0 538 !,%*. ------"-;1 DHP Engineering,PS Project Title: PAPE Warehouse New Tilt up2C4obrf 33 sp,...1 32008 32nd Ave S, Suite B Engineer: 4`10111j1 Federal Way,WA 98001 Project ID: 18.076 and then usig the"Printing& Project Descr:New Tiltup Door Opening 1011 ...-74111111 li , ;1.,-4111111Mil prmteti 3 SEP'ii.)1i1 4.00PM tee! Beam File,---1.:12018\12MaIK-P118.076 PAPE Waettouse Nue Door enlargernentec6. ' B Software copyright ENERCALC,INC.1983-2018,Buiid:10.18.8.25. +-7'7littOr i":'"'' -17,:-7.:::77 :...::,:,°,7,i.t.'7:-.77"7-71 :-7:71:77,.. 7?-,:--:::,--:,.....i.,A':'..a7:::: :7:1.. .;::":-..',:-...- --ticeitP-EfieffiEER/NG Description: Panel Head Beam 3r',,ri‘1 A-nankeen CODE REFERENCES Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50 0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29000.0 ksi Bending Axis: Minor Axis Bending ‘ivs:1,a.L._ dr- -i- 3-- -i, „ , \ Hssaxexi M Span=14.0 ft -.{ Applied Leads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load. W=0.20 Vt. Tributary Width=1 Oft.(Lateral Wind) DESIGN SUMMARY v'' , Desi en OK Maximum Bending Stress Ratio = 0.092: 1 Maximum Shear Stress Ratio= 0.019 :1 ... Section used for this span HSS8x6x1/4 Section used for this span HSS8x6x1/4 Ma:Applied 2940 k-ft Va:Applied 0.840 k Mn/Omega:Allowable 31.784 k-ft Vn/Omega:Allowable 44.376 k Load Combination +0.60W Load Combination +0.60W Location of maximum on span 7.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span ii 1 Maximum Deflection Max Downward Transient Deflection 0.164 in Ratio= 1 021>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.099 in Ratio= 1702>=240 Max Upward Total Deflection 0.000 in Ratio= C<240 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max May Mny/Omega Cb Rm Va Max Vny Vny/Omega Dsgn.L= 14.00 ft 1 0.000 53.08 31.78 1.00 1.00 -0.00 74.11 44.38 +0.60W Dsgn.L= 14.00 ft 1 0.092 0.019 2.94 2.94 53.08 31.78 1.00 1.00 0.84 74.11 44.38 +0.450W Dsgn.L= 14.00 ft 1 0.069 0.014 2.21 2.21 53.08 31.78 1.00 1.00 0.63 74.11 44.38 Overall Maximum Deflections Load Combination Span Max.'-'Dell Location in Span Load Combination Max."4."Deft Location in Span W Only 1 0.1645 7.040 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.400 1.400 Overall MINunum 0.630 0.630 +0.60W 0.840 0.840 +0.450W 0.630 0.630 W Only 1.400 1.400 !°*-0,A ''''.-,••• ..-i DHP Engineering,PS Project Title: PAPE Warehouse New Tilt upkor OMilltiNimp.,• Engineer: of 33 32008 32nd Ave S, Suite B pmect ID: 18.076 1• ,..;li-. CIi.Fig Federal Way,WA 98001 12 --- 111 g thePrinting& Project Descr:New Tiftup Door Opening . Epp Milli and then usin " JO 001 Afalliiii f-nmeo t,SEP Foe, 4 56PN1 tFee=L.:12018112MZNK-PI18.076 PAPE Warehouse Situp Door enlargementec6 eel Column . ' Software copyright ENERCALC,INC.1983-2018,Build.10.18.8.25. C.Itilaffie.:':. '.:... .t4"; '#.47;1:4:7!"':t7'.7*.'."';.:..-,:'..:::: :.1. --:---'77.7. 7-,7:::'''''''' :4**"4- 7,- ..t..."-'''':',?,:tttgeriSet'HMetteingefelf6" Description: Panel New HSS jamb column Code References Calculations per A1SC 360-10,IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Steel Section Name: HSSGx8x118 Overall Column Height 27.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade A500GradeBFy=46ksiCarbonSteel Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Lu for X-X Axis budding.K=1.0 Y-Y(depth)axis: Lu for V-v Axis buckling.K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations Column self weight included:266.220 lbs*Dead Load Factor AXIAL LOADS... A.xial L.,ad al 26 0 ft Xenc=2.0 ift.Ycti-:;-.=3 0. i'; r.',=450 S=Ci 50 k BENDING LOADS. . Lat Point Load at 20.0 ft creating Mx-x,W=1.380 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0 5918 :1 Maximum Load Reactions.. Load Combination +D+0.60W+H Top along X-X 0.04630 k Location of max.above base 19.933 ft Bottom along X-X 0.04630 k At maximum location values are... Top along Y-Y 1022k Pa:Axial 4.766 k Bottom along Y-Y 0.3578 k - Pn/Ormaga:Allovvable 22.083 k Ma-x:Applied 3.448 kMaximum Load Deflections... 4t Mn-x/Omega:Allowable 10.116 k-ft Along Y-Y1.579 in at 15.221ft above base Ma-y:Applied 0 8305 k4t for load combination:W Only - Mn-y/Omega:/knowable 10.116 k-ft Along X-X -0.2253 in at 15.584ft above base for load combination:+D4-s-i-H PASS Maximum Shear Stress Ratio= 0 071022 :1 Load Combination +D+0.60W+H Location of max.above base 20.114 ft At maximum location values are... Va:Applied 0.6550 k Vn i Omega:Allowable 21.671 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D-1-H 0.406 PASS 25-91 ft 0.002 PASS 0.00 ft +D-i-I-i-li 0 406 PASS 25 91 ft 0 002 PASS 0.18 ft +D+Lr+H 0.406 PASS 25.91 ft 0.002 PASS 0.00 ft +0+S+H 0.449 PASS 25.91 ft 0.002 PASS 0.00 ft i D i0 750Lr i0,750L 1H 0.405 pan:":, 25 91 ft 0.002 PAS. 0.00 ft +0+0.750L+0.750S+H 0.438 PASS 25.91 ft 0.002 PASS 0.00 ft +0+0.60VV+H 0.592 PASS 19.93 ft 0.030 PASS 20.11 ft -i-D-i.0 70E-1-H 0.406i*/ .;`6 25 91 ft 0.002 PASS 0.00 ft 40+0.750Lr+0.750L+0.450VV-i-H 0.498 PASS 19.93 ft 0 023 PASS 20.11 ft +D+0.750L+0750S+0450W+H 0.515 PASS 19.93 ft 0.023 PASS 20.11 ft +D-,-0.750L-1-0.75054-0,5250E+Fi 0.438 PASS 25.91 ft 0.002 PASS 0.00 ft +0.60D+0.60W+0.60H 0.488 PASS 19.93 ft 0.029 PASS 20.11 ft +0.60D+070E+060H 0.193 PASS 25.91 ft 0.001 PASS 0.00 ft !J/ ---1 DHP Engineering,PS Project Title: PAPE Warehouse New Tilt ua.D,Qor r'�`�/«ki 32008 32nd Ave S, Suite B Engineer: -Lb of 33 Pt-mot''Federal Way,WA 98001 Project ID: 18.076 • =` and then using the"Printing& Project Descr:New Tittup Door Openingill Afrolliiilli Y = �1 i-timet ;;SEP 2iot, 4',6Pr,I, to @ Column File=L:\2018112MZNK-P 18.076 PAPE Warehouse tiitup Door enlagementec6. 71 !. .', _ Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25. f..: �.y` .t ST.. .:i{ s:? »'vY. '� . 'h`+e. .,eF,wn+ blA .. -. Description: Panel New riS' am,-,n+umn Maximum Reactions Note r,iy non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +0+H 4.766 0.042 0.042 -0.042 0.042 +D+1,41 4.766 0.042 0.042 -0.042 0.042 +D+Lr+H 4.766 0.042 0.042 -0.042 0.042 +D+S+H 5.266 0.046 0.046 -0.046 0.046 +0+0.750Lr+0.750L4l 4.766 0.042 0.042 -0.042 0.042 +0+0.750L+0.750S+H 5.141 0.045 0.045 -0.045 0.045 +0+0.60W+4-1 4.766 0.042 0.042 0.173 0.655 +0+0.70E+1-1 4.766 0.042 0.042 -0.042 0.042 +0+0.750Lr+0.750L+0.450W+1 4.766 0.042 0,042 0.119 0.502 +D+0.750L+0.750S+0.450W+H 5.141 0.045 0.045 0.116 0.505 +D+0.750L+0.750S+0.5250E+H 5.141 0.045 0.045 -0.045 0.045 +0.60D+0.60W+0.60H 2.860 0.025 0.025 0.190 0.638 +0.60D+0.70E+0.60H 2.860 0.025 0.025 -0.025 0.025 D Only 4.766 0.042 0.042 -0.042 0.042 Lr Only L Only S Only 0.500 0.005 0.005 -0.005 0.005 W Only 0.358 1.022 E Only H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top ial @ Base Maximum 5.266 0.046 0.046 -0,046 0.046 ..-- " Minimum Reaction, X-X Axis Base Maximum 5.266 0.046 0.046 -0.046 0.046 Minimum Reaction, Y-Y Axis Base Maximum 0.358 1.022 Minimum 5.266 0.046 0.046 -0.046 0.046 Reaction, X-X Axis Top Maximum 5.266 0.046 0.046 -0.046 0.046 Minimum Reaction, Y-Y Axis Top Maximum 5.266 0.046 0.046 -0.046 0.046 Minimum Moment, X-X Axis Base Maximum 4.766 0.042 -0.042 0.042 Minimum 4.766 0.042 -0.042 0.042 Moment, Y-Y Axis Base Maximum 4.766 0.042 0.042 -0.042 0.042 Minimum 4.766 0.042 0.042 -0.042 0.042 Moment X-X Axis Top Maximum 4.766 0.042 0.042 -0.042 0.042 Minimum 4.766 0.042 0.042 -0.042 0.042 Moment, Y-Y Axis Top Maximum 4.766 0.042 0.042 -0.042 0.042 Minimum 4.766 0.042 0.042 -0.042 0.042 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H -0.2028 in 15,584 ft -0.203 in 15.584 ft l +D+L+H -0.2028 in 15.584 ft -0.203 in 15.584 ft +D+Lr+H -0.2028 in 15.584 ft -0.203 in 15.584 ft +D+S+H -0.2253 in 15.584 ft -0.225 in 15.584 ft +D+0.750Lr+0.750L+H -0.2028 in 15.584 ft -0.203 in 15.584 ft +0+0,750L+0.750S+H -0.2197 in 15.584 ft -0.220 in 15.584 ft +D+0.60W+H -0.2028 in 15.584 ft 0.745 in 15.040 ft +0+0.70E41 -0.2028 in 15.584 ft -0.203 in 15.584 ft +0+0.750Lr+0,750L+0.450W+H -0.2028 in 15.584 . ft 0.508 in 15.040 ft +0+0.750L+0.750S+0.450W+H -0.2197 in 15.584 ft 0.491 in 14.859 ft +D+0.750L+0.750S+0.5250E+H -0.2197 in 15.584 ft -0.220 in 15.584 ft +0.60D+0.60W+0.60H -0.1217 in 15.584 ft 0.826 in 15.040 ft +0.60D+0.70E+0.60H -0.1217 in 15.584 ft -0.122 in 15.584 ft D Only -0.2028 in 15.584 ft -0.203 in 15.584 ft :' 4t-'--1 DHP Engineering,PS Project Title: PAPE Warehouse New Tilt up Illiaor II I I 1....,.11 32008 32nd Ave S, Suite B Engineer: Li of 33 Iftei--4, . -'•—jos I •--- r-100 Federal Way,WA 98001 Project ID: 18.076 I m and then using the'Printing& NO Project Descr:New Tiltup Door Opening la.;#4111E111 Printed 5 SEP it)',-8. 4 5oPM teel Column File=L:12018112lAZNK-P118.076 PAPE Warehouse tiltup Door enlargementec6. Software copyright ENERCALC,INC 1983-2015,Build.10.18.8.25. ''' ''''''.'''::t7-'''''''.4-t:'"*"4-7-7:-*,-'-'"471.4iti;i0tO feifPeigetNEERiffq7 Description: Panel New 9SS jamb column Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only -0.0225 in 15.584 ft -0.023 in 15.584 ft W Only 0.0000 in 0.000 ft 1.579 in 15.221 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS6x6x118 Depth = 6.000 in I)or = 15.50 inA4 J . 23.900 inA4 Design Thick = O116 in S xx = 5.15 inA3 Width = 6.006 in R xx = 2.393 in Wall Thick = 0.125 in Zx = 5.920 inA3 Area = 2.700 inA2 I yy = 15 506 inA4 C = 8 030 inA3 Weight = 9.860 pit S yy = 5.150 inA3 R yy = 2.390 in Yog = 0 000 in 'ketches . ._ Load 1 H 11 c 111 +X i i I i 1 i , I 600mn 11 • , __ 28 of 33 ININPI DHP- Engineering P.S. 1101"11 1 JOB# SHEET 01- Illi Structural Building consultants lov-Aimmi DESIGNED DATE PROJECT CHECKED DATE •e- I-ktetift, Trs‘,&$ c 1- bill 1, ,‘ CAEOV: '4‘vtiAT) =010 4AD V . 14 j _ i=PC•F , ' _ A _...• ?LC .-• — cl..- 11 'PLF -` \10t0At1/4_ z ((2 4t- itc‘ ) )( 14 r; K. (-#71 Z VT) - C-De7f) PLF Y, 11-4 = ‘764 A a qt. = I Sq8 /144 r- ro.r oirt. — VL . ,7 5 PLF )( i. Co I 'ILP Y. 2;oc = 240S / I tie /C 32008-32nd Ave.S..Suite B•Federal Way,WA 98001 •Phone(253)220-0848•wv)).,),dhpengineering com 29 of 33 • SIMPSON Anchor DesignerT"' Company: Date: 9/6/2018 Engineer: Page: 1/5 Software Project: Version 2.6.67942 Address: Phone: E-mail: 1.Prolect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):5.50 State:Cracked Anchor Information: Compressive strength,f,(psi):3000 Anchor type:Concrete screw 43c,v:1.0 Material:Carbon Steel Reinforcement condition:A tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3.250 Reinforcement provided at comers:No Effective Embedment depth,he(inch):2.350 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hm� (inch):5.00 cap(inch):3.56 Gm"(inch):1.75 S,,,m(inch):3.00 Recommended Anchor Anchor Name:Titen HD®-1/2"0 Titen HD,hnom:3.25"(83mm) Code Report:ICC-ES ESR-2713 _ :<.l :tom.., .N.0-- 1 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 30 of 33 SIMPSON Anchor Designerrm Company: Date: 9/6/2018 Engineer, Page: 2/5 ;., Software Project: Version 2.6.6794.2 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No Strength level loads: Nua[lbj:0 V„ax[lbj:0 Voay[lb):1768 <Figure 1> z 4 lb • rt .. 1768 lb OlbJ. X ( Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560,9000 Fax:925.847.3871 www.strongtie.com 31 of 33 SIMPSON Anchor Designer Company: Date: /6l2Q18 Engineer: Page: 3/5 „- Software Project: g--, Version 2.6.6794.2 Address: Phone: E-mail: <Figure 2> ',� ' j saw.,. '- -' -- --s *, `eta, "` .�...„�.uu ma,C1.4?j .,.,...rte. x,r._ � 7, `^ tip r A % : jai ":,'� ;.: Y� t a w- O # ;a' "7.:„ r,2,, • ., ,rp • s ,� ya$ +t� csxn t i I { i 5.94 5.98 i Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked far plausibility. 5958 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925-560.9000 Pax:925.847.3871 wwwstrongtie.com 32 of 33 SIMPSONCompany: Date: 9/6/2018 Anchor DesignerTM Engineer: Page: 4/5 ':.-,.:,,:z_ Software Project: , _µ Version 2.6.6794.2 Address: e Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) V.(Ib) Vuay(Ib) 11(Vuax)2+(Vuay)2(Ib) 1 0.0 0.0 1768.0 lailii pa Sum 0.0 0.0 1768.0 1768.0 .. Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'N,(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):.0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 8.Steel Strength of Anchor in Shear(Sec.17.5.11 Vsa(Ib) {bgrout 0 ffig,out(bVsa(Ib) 7455 1.0 0.60 4473 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.21 Shear perpendicular to edge in y-direction: Vey=minl7(le Ida)D 2v'da2eNfecal'5;92.V'fGca,1 51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) !a(in) da(in) 2a f (psi) cat(in) Vny(Ib) 2.35 0.500 1.00 3000 4.04 3002 0Vcby=0(Avc/AVGo)Wed,V'Pc.Oh,vVny(Sec. 17.3.1 &Eq. 17.5.2.1a) Avc(in2) Avco(in2) �Yed v `f',v Y'h,v Vey(Ib) 0 Alek'ay(Ib) 66.48 73.52 0.998 1.000 1.050 3002 0.70 1991 Shear parallel to edge in ydirection: Vbx=min(7(le/da)°2v'da:av`f.Ca/1.5,92eyfccat'51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) I.(in) de(in) 2a f (psi) cat(in) Vex(Ib) 2.35 0.500 1.00 3000 3.99 2944 OVcby=0(2)(Avc1 Avec)'laavV",vY'e,vVex(Sec. 17.3.1,17.5.2.1(c)&Eq.17.5.2.13) Ac(int) Av.(int) Wean PcV WhV Vbx(lb) 0 0Vcby(lb) 65.61 71.62 1.000 1.000 1.043 2944 0.70 3938 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) 0V49=rfikcvNce=0ku,(AnrcI Arvco)'Yea,vY'c,NYop,r Na(Sec. 17.3.1 &Eq. 17.5.3.1a) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,GA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 33 of 33 SIMPSON Anchor Designer m Company: Date: 9/6/2018 Engineer: Page: 5/5 _u Software Project: Version 2.6.6794.2 Address: Phone: E-mail: kip AN (in`) AN,0(int) Yied,N 4Pg1,1 Pcp,N Nb(Ib) 0 0Vq,(Ib) 1.0 49.70 49.70 1.000 1.000 1.000 3354 0.70 2348 11.Results 11.Interaction of Tensile and Shear Forces(Sec.0.7)? Shear Factored Load,V.(Ib) Design Strength,Min(Ib) Ratio Status Steel 1768 4473 0.40 Pass T Concrete breakout y+ 1768 1991 0.89 Pass(Governs) (�Concrete breakout x- 1768 3938 0.45 Pass(Governs) Pryout 1768 2348 0.75 Pass 1/2"0 Titen HO,hnom:3.25"(83mm)meets the selected design criteria. 12.Warnings -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility_ 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com